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Permit D15-0024 - LE RESIDENCE - NEW SINGLE FAMILY RESIDENCE
LAM RESIDENCE 4021 S 126 ST Dl 5=0024 City of Tukwila • Department of Community Development • 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov COMBOSFR PERMIT Parcel No: 7340600667 Address: 4021 S 126TH ST Project Name: LAM RESIDENCE Owner: Name: LETIEN+VUI NGUYEN Address: 9420 8TH AVE SW, SEATTLE, WA, 98106 Contact Person: Name: DAVID LAM Address: 15213 28TH AVE W , LYNNWOOD, WA, 98087 Contractor: Name: AFFIDAVIT- DAVID LAM Address: License No: Lender: Name: DAVID LAM Address: 24320 118 AVE SE, KENT, WA, 98030 DESCRIPTION OF WORK: Permit Number: D15-0024 Issue Date: 4/22/2016 Permit Expires On: 10/19/2016 Phone: (206) 351-9787 Phone: Expiration Date: CONSTRUCT A NEW 3250 SO. FT SINGLE FAMILY RESIDENCE WITH A 682 SQ FT ATTACHED GARAGE. PROJECT ON VALLEY VIEW SEWER & WD#125 WATER. PUBLIC WORKS ACTIVITIES INCLUDE EROSION CONTROL, ACCESS, STORM DRAINAGE. Project Valuation: $442,158.85 Fees Collected: $12,359.11 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: V-B Occupancy per IBC: R-3 Electrical Service Provided by: TUKWILA FIRE SERVICE Water District: 125 Sewer District: VALLEY VIEW SEWER SERVICE Current Codes adopted by the City of Tukwila: International Building Code Edition: 2012 National Electrical Code: 2014 International Residential Code Edition: 2012 WA Cities Electrical Code: 2014 International Mechanical Code Edition: 2012 WAC 296-466: 2014 Uniform Plumbing Code Edition: 2012 WA State Energy Code: 2012 International Fuel Gas Code: 2012 Public Works Activities: ChanneIization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Volumes: Cut: 480 Fill: 450 Landscape Irrigation: Sanitary Side Sewer: Number: 0 Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: No /f® /O/ Permit Center Authorized Signature: 4 Gl/ � Date:42,410 1 hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit. Signature: Date: 2Z Print Name: D A U r ny LA- V 1 This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 4: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 1: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2436) 2: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of Factory Mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire Marshal prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance No. 2436). 5: New and existing buildings shall have approved address numbers, building numbers or approved building identification placed in a position that is plainly legible and visible from the street or road fronting the property. These numbers shall contrast with their background. Address numbers shall be Arabic numbers or alphabet letters. Numbers shall be a minimum of 4 inches (102mm) high with a minimum stroke width of 0.5 inch (12.7mm). (IFC 505.1) 6: Adequate ground ladder access to rescue windows shall be provided. Landscape a flat, 12' deep by 4' wide area below each required rescue window. (City Ordinance #2435) 7: Maximum grade for all projects is 15% with a cross slope no greater than 5%. (City Ordinance #2435) 3: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 8: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 9: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at(206)575-4407. 10: ***PUBLIC WORKS PERMIT CONDITIONS*** 23: Applicant shall call Public Works at (206) 433-0179 to schedule a mandatory pre -construction meeting with Public Works Inspector. Sanitary sewer permit shall be obtained from Valley View Sewer District at (206) 242-3236. 24: All broken sidewalk panels along frontage of the parcel shall be replaced. 11: The applicant or contractor must notify the Public Works Inspector at (206) 433-0179 upon commencement and completion of work at least 24 hours in advance. All inspection requests for utility work must also be made 24 hours in advance. 12: Permit is valid between the weekday hours of 7:00 a.m. and 5:00 p.m. only. Coordinate with the Public Works Inspector for any work after 5:00 p.m. and weekends. 13: Work affecting traffic flows shall be closely coordinated with the Public Works Inspector. Traffic Control Plans shall be submitted to the Inspector for prior approval. 14: The City of Tukwila has an undergrounding ordinance requiring the power, telecommunications, and cable service lines be underground from the point of connection on the pole to the house. 15: Flagging, signing and coning shall be in accordance with MUTCD for Traffic Control. Contractor shall provide certified flagmen for traffic control. Sweep or otherwise clean streets to the satisfaction of Public Works each night around hauling route (No flushing allowed). Notify Public Works Inspector before 12:00 Noon on Friday preceding any weekend work. 16: Any material spilled onto any street shall be cleaned up immediately. 17: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. 18: The site shall have permanent erosion control measures in place as soon as possible after final grading has been completed and prior to the Final Inspection. 19: The Land Altering Permit Fee is based upon an estimated 480 cubic yards of cut and 450 cubic yards of fill. If the final quantity exceeds this amount, the developer shall be required to recalculate the final quantity and pay the difference in permit fee prior to the Final Inspection. 20: From October 1 through April 30, cover any slopes and stockpiles that are 3H:1V or steeper and have a vertical rise of 10 feet or more and will be unworked for greater than 12 hours. During this time period, cover or mulch other disturbed areas, if they will be unworked more than 2 days. Covered material must be stockpiled on site at the beginning of this period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. 21: From May 1 through September 30, inspect and maintain temporary erosion prevention and sediment at least monthly. All disturbed areas of the site shall be permanently stabilized prior to final construction approval. 22: Applicant shall obtain a Water Meter permit from Water District #125 @ (206)242-9547. The house shall have a fire sprinkler system installed. 25: ***BUILDING PERMIT CONDITIONS*** 26: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 27: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 28: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 29: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 30: Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. Truss shop drawings shall bear the seal and signature of a Washington State Professional Engineer. Shop drawings shall be maintained on the site and available to the building inspector for inspection purposes. 31: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 32: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 33: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 34: All wood to remain in placed concrete shall be treated wood. 35: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 36: All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. A copy can be obtained at City Hall in the office of the City Clerk. 37: Every occupied space other than enclosed parking garages and buildings used for repair of automobiles shall be ventilated in accordance with the applicable provisions of the International Mechanical Code. 38: Water heaters shall be anchored or strapped to resist horizontal displacement due to earthquake motion. Strapping shall be at points within the upper one-third and lower one-third of the water heater's vertical dimension. A minimum distance of 4-inches shall be maintained above the controls with the strapping. 39: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206-431-3670). 40: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 41: Preparation before concrete placement: Water shall be removed from place of deposit before concrete is placed unless a tremie is to be used or unless otherwise permitted by the building official. All debris and ice shall be removed from spaces to be occupied by concrete. 42: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 43: ***MECHANICAL PERMIT CONDITIONS*** 44: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 45: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 46: Manufacturers installation instructions shall be available on the job site at the time of inspection. 47: Except for direct -vent appliances that obtain all combustion air directly from the outdoors; fuel -fired appliances shall not be located in, or obtain combustion air from, any of the following rooms or spaces: Sleeping rooms, bathrooms, toilet rooms, storage closets, surgical rooms. 48: Equipment and appliances having an ignition source and located in hazardous locations and public garages, PRIVATE GARAGES, repair garages, automotive motor -fuel dispensing facilities and parking garages shall be elevated such that the source of ignition is not less than 18 inches above the floor surface on which the equipment or appliance rests. 49: ***PLUMBING/GAS PIPING PERMIT CONDITIONS*** 50: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 51: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspector. 52: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 53: No portion of any plumbing system or gas piping shall be concealed until inspected and approved. 54: All plumbing and gas piping systems shall be tested and approved as required by the Plumbing Code and Fuel Gas Code. Tests shall be conducted in the presence of the Plumbing Inspector. It shall be the duty of the holder of the permit to make sure that the work will stand the test prescribed before giving notification that the work is ready for inspection. 55: No water, soil, or waste pipe shall be installed or permitted outside of a building or in an exterior wall unless, adequate provision is made to protect such pipe from freezing. All hot and cold water pipes installed outside the conditioned space shall be insulated to minimum R-3. 56: Plastic and copper piping running through framing members to within one (1) inch of the exposed framing shall be protected by steel nail plates not less than 18 guage. 57: Piping through concrete or masonry walls shall not be subject to any load from building construction. No plumbing piping shall be directly embedded in concrete or masonry. 58: All pipes penetrating floor/ceiling assemblies and fire -resistance rated walls or partitions shall be protected in accordance with the requirements of the building code. 59: Piping in the ground shall be laid on a firm bed for its entire length. Trenches shall be backfilled in thin layers to twelve inches above the top of the piping with clean earth, which shall not contain stones, boulders, cinderfill, frozen earth, or construction debris. 60: The issuance of a permit or approval of plans and specifications shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the Plumbing Code or Fuel Gas Code or any other ordinance of the jurisdiction. 61: The applicant agrees that he or she will hire a licensed plumber to perform the work outlined in this permit. 62: All new plumbing fixtures installed in new construction and all remodeling involving replacement of plumbing fixtures in all residential, hotel, motel, school, industrial, commercial use or other occupancies that use significant quantities of water shall comply with Washington States Water Efficiency ad Conservation Standards in accordance with RCW 19.27.170 and the 2006 Uniform Plumbing Code Section 402 of Washington State Amendments PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL" 0301 CONCRETE SLAB 5000 CURB, ACCESS, SDW 0610 ENERGY EFF CERT 5200 EROSION MEASURES 5210 EROSION MEASURES FNL 1400 FIRE FINAL 0201 FOOTING 0202 FOOTING DRAINS 0200 FOUNDATION WALL 0409 FRAMING 0708 GAS FIREPLACE INSERT 2000 GAS PIPING FINAL 0606 GLAZING 8004 GROUNDWORK 5040 LAND ALTERING 0502 LATH & GYPSUM 0703 MECH EQUIP EFF 1800 MECHANICAL FINAL 0608 PIPE INSULATION 0609 PIPE/DUCT INSULATION 1900 PLUMBING FINAL 1600 PUBLIC WORKS FINAL 5160 PUBLIC WORKS PRE -CON 0401 ROOF SHEATHING 0603 ROOF/CEILING INSUL 9002 ROUGH -IN GAS PIPING 0701 ROUGH -IN MECHANICAL 8005 ROUGH -IN PLUMBING 0602 SLAB/FLOOR INSUL 5090 STORM DRAINAGE 0412 UNDERFLOOR FRAMING 9001 UNDERGROUND 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR CITY OF TUKW,._- i Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.Tukwi ]aW A. a_,ov 1 Combination Permit No. `— Project No.: �f Date Application Accepted: l Date Application Expires:%( (For o rce use only COMBINATION PERMIT APPLICATION — NEW SINGLE FAMILY Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **please print** SITE LOCATION King Co Assessor's Tax No.: '73-44-4 kX) - GCA, 7l 0 5- Site Address:.4 C) 2 1 S-b-Mf 126T" S, --iU r-w il,A , W.A q F� l (,- PROPERTY OWNER Name: DAV ib L.AM, VAA-TU'VEA L - N4AVE0 Address: i 5 Z j.1 tll /�i1 r�l1A� W r".S i City: LyAw wepc b State: WA Zip: %007 CONTACT PERSON - person receiving all project communication Name: 'VA-V I N 1-Am �,q Y A,4 6maj Address: ,S f 3 u1V A1l'G, 4' City WaJti State:-W, Zip: 1',08 Phone: C' `17 9 7 Fax: t; 0 —e 312 Email: PAVID' A-m 0000) y. oc GENERAL CONTRACTOR INFORMATION Company Name: Address: City: State: Zip: Phone: Fax: Contr Reg No.: Exp Date: Tukwila Business License No.: ARCHITECT OF RECORD Company Name: fZC5A304T1A L ggl2oott? L�C, Architect Name: Address: gs- i 09 , WIC HW y smili City: r£L,*17A1. wAy State: W A Zip: 13 Phone:2S3"&�3- 15'16, Fax: Z.53-44.1-4Z07 Email: ENGINEER OF RECORD Company Name: Engineer Name: Address: City: State: Zip: Phone: Fax: Email: LENDERBOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: DAV )i) L -M Address:,-,2 ,.5 2j;;� City: j ,) `y V • G State Zip: H:\Applications\Forms-Applications On Line\2011 Applications\Combination Permit Application Revised 8.9-1 Ldocx Revised: August 2011 bh Page 1 of 4 PROJECT INFORMATION — Valuation of project (contractor's bid price): $_ �3�1, G -f"TAX Scope of work (please provide detailed information):� Ilk. 1 ,rLip, t't14wolm-Wt S%U k G�i�i ;�LGi ln3>fY►u2 Ct .r� 3", iCieA i� rnJ4 C14 rSf�f 'Cr' 1. r +CSC .. j Yrc DETAILED BUILDING INFORAMTION — PROJECT FLOOR AREAS PROPOSED SQUARE FOOTAGE Basement I' floor 2nd floor 77 Garage �& carport ❑ Apo- Deck — covered ❑ uncovered El Totalsquare footage Gy L Per City of Tukwila Ordinance No. 2327, all new single family homes are required to have an automatic fire sprinkler system installed in the home. Please contact the Tukwila Fire Department for more information - 206-575-4407. EQUIPMENT AND FIXTURES — INDICATE NUMBER OF EACH TYPE OF FIXTURE TO BE INSTALLED AS PART OF YOUR PROJECT. MECHANICAL: Value of mechanical work $ Ate fuel type: ❑ electric gas furnace <100k btu appliance vent ventilation fan connected to single duct thermostat wood/gas stove water heater (electric) emergency generator other mechanical equipment PLUMBING: Value of plumbing/gas piping work St 17, oe,0 bathtub (or bath/shower combo) bidet clothes washer dishwasher floor drain shower S lavatory (bathroom sink) 7- sink 4- water closet water heater (gas) lawn sprinkler system 2 gas piping outlets H:\Applications\Forms-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 Page 2 of 4 bh PUBLIC WORKS PERMIT IN.FORM, g7ON — Scope of work (please provide detailed information)3c' LCC, i"Gt�l1i� �rla iv"`�rZ G��1iyJy r � f �'j7Z(Zi lf�:41Z�� �jy Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. WATER DISTRICT ❑ .. Tukwila t�j'.. Water District # 125 El ... Highline ❑ .. Renton 5(.. Letter of water availability provided SEWER DISTRICT ❑ .. Tukwila ,..Valley View ❑... Renton ❑ .. Seattle K... Sewer use certificate ❑ ...Letter of sewer availability provided SEPTIC SYSTEM: ❑ .. On -site septic system — for on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. SUBMITTED WITH APPLICATION (MARK BOXES WHICH APPLY): ❑ .. Civil Plans (Maximum Paper Size — 22" X 34") ❑ .. Technical Information Report (Storm Drainage) El ... Geotechnical Report ❑ ...Hold Harmless — (SAO) ❑ .. Bond ❑... Insurance ❑... Easement(s) El ... Maintenance Agreement(s) ❑ ...Hold Harmless — (ROW) PROPOSED ACTIVITIES (MARK BOXES THAT APPLY): ❑ .. Right -Of -Way Use - Potential disturbance ❑... Con struction/Excavation/Fill - Right -of -Way ... ❑ -or- Non Right -of -Way.. ❑ ❑ .. Total Cut Cubic Yards El ... Work In Flood Zone ❑ .. Total Fill Cubic Yards ❑... Storm Drainage ❑ .. Sanitary Side Sewer El ... Abandon Septic Tank ❑ .. Cap or Remove Utilities El ... Curb Cut ❑ .. Frontage Improvements El ... Pavement Cut ❑ .. Traffic Control ❑... Looped Fire Line ❑ .. Permanent Water Meter Size ............... WO # ❑ .. Residential Fire Meter Size ................. WO # ❑ .. Deduct Water Meter Size ..................... " ❑ .. Temporary Water Meter Size .............. �_" WO # ❑ .. Sewer Main Extension .....................Public ❑ - or - Private ❑ ❑ ..Trench Excavation ❑ ..Utility Undergrounding ❑ .. Backflow Prevention - Fire Protection " Irrigation " Domestic Water " ❑ .. Water Main Extension Public ❑ - or - Private ❑ FINANCE INFORMATION — THIS INFORMATION IS REQUIRED TO BE FILLED OUT WHEN REQUESTING WATER OR SEWER SERVICE Fire line size at property line number of public fire hydrant(s) ❑ .. water ❑ .. sewer ❑ .. sewage treatment MONTHLY SERVICE BILLING TO: Name: Day Telephone: Mailing Address: City State Zip WATER METER REFUND/BILLING: Name: Day Telephone: Mailing Address: City State Zip H:\Applications\Forms-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 Page 3 of 4 bh PERMIT APPLICATION NOTES — , ,_ it'Ll ALL PERMITS IN TH.IS ,._ ,ILICATION — Value of construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the permit center to comply with current fee schedules. Expiration of plan review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. 1 PROPERTY OVA Signature: ORtUT�gWZED AC4ENT: Print Name: —bcw i i LA v, Date: 2_2 -IS' Day Telephone: 2D6 a_, 3-r-1— q -7 S -7 Mailing Address: 15 2 13 -Zf,1tV AVig W Or (yJ,P j)01) c WA , 70 M 7 City State Zip H:\Applications\Forms-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-1 l.docx Revised: August 2011 Page 4 of 4 bh BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME Lam Residence PERMIT # D15-0024 If you do not provide contractor bids or an engineer's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. 1. APPLICATION BASE FEE $250 (1) 2. Enter total construction cost for each improvement category: Mobilization $1,000.00 Erosion prevention $2,000.00 Water/Sewer/Surface Water $8,000.00 Road/Parking/Access $3,000.00 A. Total Improvements $14,000.00 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. $350.00 C. 2.0% of amount over $100,000, but less than $200,000 of A. D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B+C+D) $ 350.00 (4) 5. Enter total excavation volume 480 cubic yards Enter total fill volume 450 cubic yards Use the following table to estimate the grading plan review fee. Use the greater of the excavation and fill volumes. QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51 —100 $23.50 101 —1,000 $37.00 1,001—10,000 $49.25 10,001—100,000 $49.25 for 1 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001— 200,000 $269.75 for 1 100,000, PLUS $1.3.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review Fees EI TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION (1+4+5) $_ CORRECTIC LTR•#„ 37.00 (5) 637.00 The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application/plan and 2) a follow-up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. RECEIVED CITY OF TUKWILA Approved 09.25.02 JAN 22 2016 Last Revised 01/01/14 - oo aiy PERMIT CENTER BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 6. Permit Issuance/Inspection Fee (B+C+D) 350.00 (6) 7. Pavement Mitigation Fee $ 0.00 (7) The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the pavement mitigation fee. 8 Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width 20-15 (100%) $10.00 15-10 75% $7.50 10-7 (50%) $5.00 7-5 (33%) $3.30 5-2 (25%) $2.50 2-1 (10%) $1.00 0-1 $0.00 GRADING Permit Issuance/Inspection Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. QUANTITY IN CUBIC RATE YARDS 50 or less $23.50 51-100 $37.00 101-1,000 $37.00 for 1st 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001— 10,000 $194.50 for 1st 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 — 100,000 $325.00 for the 1st 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1st 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. 9. Technology Fee (5% of 6+8) Approved 09.25.02 Last Revised 01/01/14 2 37.00 (8) 19.35 (9) BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 10. TOTAL OTHER PERMITS A. Water Meter — Deduct ($25) B. Flood Control Zone ($52.50 — includes Technology Fee) C. Water Meter — Permanent* D. Water Meter — Water only* E. Water Meter — Temporary* * Refer to the Water Meter Fees in Bulletin Al Total A through E 11. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) B. Allentown Sewer (Ordinance 1777) C. Ryan Hill Water (Ordinance 1777) D. Allentown/Foster Pt Water (Ord 2177) E. Allentown/Foster Pt Sewer (Ord 2177) F. Special Connection (TMC Title 14) G. Duwamish H. Transportation Mitigation I. Other Fees Total A through I $_ DUE WHEN PERMIT IS ISSUED (6+7+8+9+10+11) $ $25.00 $52.50 77.50 (9) . 0.00 (10) 483.85 ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION FEE This fee includes two inspection visits per required inspection. Additional inspections (visits) attributable to the Permittee's action or inaction shall be charged $60.00 per inspection. WATER METER FEE Permanent and Water Only Meters Size (inches) Installation Cascade Water Alliance RCFC 01.01.2014—12.31.2015 Total Fee 0.75 $625 $6005 $6630 1 $1125 $15,012.50 $16,137.50 1.5 $2425 $30,025 $32,450 2 $2825 $48,040 $50,865 3 $4425 $96,080 $100,505 4 $7825 $150,125 $157,950 6 $12525 1 $300,250 $312,775 Temporary Meter 0.75" $300 2.5" $1,500 Approved 09.25.02 3 Clear Form Last Revised 01/01/14 DESCRIPTIONS• QUANTITY PAID PermitTRAK $9,297.79 D15-0024 Address: 4021 S 126TH ST Apn: 7340600667 $9,297.79 DEVELOPMENT $4,312.60 PERMIT FEE R000.322.100.00.00 0.00 $4,308.10 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 IMPACT FEE $2,348.00 FIRE R304.345.852.00.00 0.00 $922.00 PARK R104.345.851.00.00 0.00 $1,426.00 MECHANICAL $189.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $189.00 PLUMBING $252.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $252.00 PUBLIC WORKS $1,935.88 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $1,013.88 CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $350.00 GRADING PLAN REVIEW R000.345.830.00.00 0.00 $37.00 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $107.00 FILING AND RECORDING FEES R000.341.200.00.00 0.00 $78.00 PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $350.00 TECHNOLOGY FEE $260.31 TECHNOLOGY FEE R000.322.900.04.00 0.00 $260.31 TOTAL , R8274 $9,297.79 Date Paid: Friday, April 22, 2016 Paid By: LE TIEN+VUI NGUYEN Pay Method: CREDIT CARD 01216C Printed: Friday, April 22, 2016 10:04 AM 1 of 1 Orp SYSTEMS DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID $3,061.32 D15-0024 Address: 4021 S 126TH ST Apn: 7340600667 $3,061.32 DEVELOPMENT $2,811.32 PLAN CHECK FEE R000.345.830.00.00 0.00 $2,811.32 PUBLIC WORKS $250.00 BASE APPLICATION FEE TOTAL FEES " .4 R000.322.100.00.00 0.00 $250.00 $3,061.32 Date Paid: Monday, February 02, 2015 Paid By: SUNCOM INC Pay Method: CHECK 2909 Printed: Monday, February 02, 2015 9:00 AM 1 of 1 lAff SYSTEMS INSPECTION RECORD Retain a copy with permit f S' 602 j INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: !y T e of Inspection: It- Address: Date Called: Special Instructions: Date Wanted: m. �2 !% Requester: Phone No: MApproved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Date REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 0 1 1 INSPECTION RECORD e Retain a copy with permit 0K, d0�K INSP N NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd- #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: t Ebb' Ty f Inspection: & L Address: Date Called: Special Instructions: Date Wante / �% p.m. . Requeste Phone No: Approved per applicable codes. LJ Corrections required prior to approval. IInspector: Asi, A-' IDate: /i // 7 ' REINSPECTION FEE REQUIRED. Prior to next inspection `fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit IN CTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: 1 Type ofInspection: Address: 7171 5- Date Called: Special Instructions: Date Wa e i ! 17 p.m. Requester' Phone No: 360 - VQApproved per applicable codes. LJ Corrections required prior to approval. U paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit �IS _® INSFnTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd- #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Type of Inspection: Address: V S 7— Date Called: Special Instructions: Date Wanted: a. I p.m. Requester: Phone No: IInspector: A hk,, IDate :s—/ h ? I REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPEI Retain a I ION N0, MON RECORD copy with permit I is _ �� PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd.., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: T e of In ection: Address: *ZU S I W79 Date Called: Special Instructions: a.m. p.m. DatuDes Req Phone No: PQApproved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Date i / -7 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permitP INSPECTION N0. PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 5outhcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: "" '% T�e of Inspection: 0 1 ' u / Address: (/\ Date Called: fi& Special Instructions: Date Want: , �{ 1 a.m. �, m Requester: /J Phone No: 360 -#2®-9 11 Approved per applicable codes. LJ Corrections required prior to approval. i WAn P. .Mr ! REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit 0��`� INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: e L:1 Type of Inspection: Address: kal j Date Called: Special Instructions: p tom« i 4IA'� Date Wanted: m 2 ��P P.M. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: / /► � Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permitF -- 062 `i SPE NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 P'ect: rZS I Type of Inspe tion: , PS(J/Lt Address: o S� Date Called: Special Instructions: Date Wanted a.m. / / p.m. Requester Phone No: Pul Approved per applicable codes. Corrections required prior to approval. COMMENTS: i Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection: fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Z INSPECTION RECORD OC Retain a copy with permit 01S' N-WSPECTIOU-NO.PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431- 670 Permit Inspection Request Line (206) 438-9350 hie.1vtSQ� Project: Type of Inspector: Ad ress: 0 z/ e-4" Date Called: Special Instructions: Date ante : f a.m U F. M. Requester: Phone No: 11 Approved per applicable codes. EQ Corrections required prior to approval. Inspector: v Date: 1 1— 1 4 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. "L1 INSPECTION RECORD a kZ1 Retain a copy with permit A 0. PERMIT NO. CITY OF TUKWILA BUILDING 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350LJ ok DIVISION (206) 431-36 0k Project: Type of Inspection: d Address: f .D 2,4 SO. Z Date Called: all- Spdcial Instruction : Date Wanted, a. [ —— ( p.m. Requester: Phone No: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. CJ INSPECTION RECORD f� 1 Retain a copy with permit IN N NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Proj ct: ll�C��' ion: Type of IMug" Sz4gwr- Address- a2 1 S7- Date Called: Special Instructions: Date Wanted: % m e Z / d p.m. Requester: Phone No: Approved per applicable codes. 11 Corrections required prior to approval. " paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD f Retain a copy with permit S �� INSP ION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Type of Ins ection: r U Address: -1162) S -174 S1" Date Called: Special Instructions: Date Wan d: 27 l Reques er: Phone No: Approved per applicable codes. Corrections required prior to approval. lJ paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD ►S , �� ` Retain a copy with permit IN ON NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: ZA.a-s iuc&-c c- T e of Ins ection: /_')Cr_ Address: �-�7 (i,y 4 Date Cal d: Special Instructions: Date Want d: // a.m. 1Q i' p.m. lRequestdr: Phone No: XApproved per applicable codes. E Corrections required prior to approval. Inspector: Date:. ;& U REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permitjS - 00 Z LI INS N0. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Proyect Lit tsl T e of Inspection: <C1ZA?Z©V Address: s 2�� s`i Date Called: Special Instructions: Date Wan d: M. le ? 7 p.m. Reque er: Phone No: Approved per applicable codes. Corrections required prior to approval. U REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD 1"> SRetain a copy with permi.t INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro" ct: -h 1 NFAZ CIE T e of Ins ection: �+J�L1 .. aAf Address: 11 Date C ed: Special Instructions: Date Want: a.m. 7 /G Requestr: Phone No: KApproved per applicable codes. 11 Corrections required prior to approval. �1 El REINSPECTION FEE REQUIRED. Prior to next inspecti6n, fee`must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Nr Retain a copy with permit Jbis-- IN ION No. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Ty_pgaf Inspection: Address: S 774 S Date Called: Special Instructions: Date Want d: a:m. lRequester: Phone No: Approved per applicable codes. Corrections required prior to approval. Inspector: Date: U REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD IS : a02-q r Retain a copy with permit INSPECTION N0. PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 5outhcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Typ,!,pf-+ffspection: -� M 1AA6 Address: //(1? / SjZ%74 Date Called: Special Instructions: Date Wanted Qa.m. la S /6 p.m. Requester: Phone No: 11 Approved per applicable codes. El Corrections required prior to approval. Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. F M INSPECTION RECORD _ Retain a copy with permit � 5 ^ ��� INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Ty e of Inspection: %/J 6,4�5 WIV6- Address: S " 114 5T Date Called: Special Instructions: Date Wanted: a.m. a Zc/ i6 M. Requester: Phone No: ® Approved per applicable codes. L__J Corrections required prior to approval. ❑ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: �^ CsS�� Type o spectioon: Address: Date Called: Special Instructions: Date Want d: a.m. Reque er. Phone No: Approved per applicable codes. Ef Corrections required prior to approval. COMMENTS: iA. eAiS ZA'7JS ��- Sire Inspector: Date: u REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Calt to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. . CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: LA,wl _a 106AZC Type of Inspection: a116-44- JAf 6t(-, PI NJ& Address: OZ I S 126 IN 54- Date Called: Special Instructions: Date Wanted / 0 �c� p.m. lRequestet Phone No: Approved per applicable codes. 9 Corrections required prior to approval. (Inspector: / N' IL; � Ile I ❑ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: LEI QK Ib6AJCL Typ�spection: Address: 02/ S 77+ ST Date Called: Special Instructions: Date Wante : `// A) 2 1/fit Request r: Phone No: Approved per applicable codes. Corrections required prior to approval. z Iinspector: /I� Iuate: /0/? / //0 I REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permitFS 29 INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd- #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: 'S i t'� Tvne of Inspection: W /4 - Al Pl,,M t3iAJC, Address: v2/ s z,''', ST- Date Called: Special Instructions: Date Wanted,: 1. q / /(� Requester. Phone No: 0Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: 0 Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit I-W- INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro'ect: IiJC� Type of ection: rf Address: Date Called: Special Instructions: Date Want e Ca.nU Requester: Phone No: FlApproved per applicable codes. E Corrections required prior to approval. `-I paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit lb)5-- 002 L4 INSPECITION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd.., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: 12n 1b TyM of Inspection: lauc'4+ - Mf lnliAAM Ckt- Address: #V2 1 51- Date Called: Special Instructions: / m. Date WanteV)l Requester: Phone No: XApproved per applicable codes. El Corrections required prior to approval. COMMENTS: Inspector: Date: f REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD F- Retain a copy with permit j� �� :2:9 INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Proj t: oTy barcG e of Ins tion: C, We—Im.Act%, �.►�SC � Address: 021 S ?U/ Sr - Date Called: Special Instructions: Date Wante (ll p.m. Requester: Phone No: Approved per applicable codes. El Corrections required prior to approval. IInspector: /� �.A IDate: Ml,1144o REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD1 (F 79 Retain a copy with permit00 INSPEC N NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: ZAA,��SiD� T e of Inspection: 906A r of 6;AS ,'P%,f& Address: ,02 'S 24 Date Called: Special Instructions: jp m Date Wanted f�//6 C� / m. Requester: Phone No: Approved per applicable codes. 0 Corrections required prior to approval. Inspector: Date: U REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. I INSPECTION RECORD Retain a copy with permit I Q� INSPECTTON NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Type ojf in�pe ion: Address: e.� Q Date Called* Special Instructions: Date Wanted: a.m. -- p.rti. RequesFer: Phone No: Inspector: Datt sl , 1(0 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD le Retain a copy with permit )- - 00 � y INSPECTION N0. PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: TYJA of inspection: Address: 4k) 21 7.4� TN S Date Called: Special Instructions: Date Wae Requester. Phone No: Approved per applicable codes. Corrections required prior to approval. Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit '1 �-Do INSPECTION N0. PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Projec :q bvl f2 tS i cr�.- Type of Inspection: (ALL "246- "14 k Address: oZ i s -1B sr Date Called: Special Instructions: Date Wan a. Ef %ZIlee' p.m. Requester: Phone No: Approved per applicable codes. 11 Corrections required prior to approval. Inspector: Date: T(! REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit �1S OOZ�i INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: A MA 2eS Type of Inspection: AbEgr&ye �- U Address: 4412 SIGST Date Called: Special Instructions: Date Wanteda. 7: /3 /6 Requester: Phone No: ®Approved per applicable codes. a Corrections required prior to approval. Iinspector: �^ Iuate: 7// Wro I REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD r aoL Retain a copy with permit 9(`S INS CTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project- y� Type of In tion: ©s ec�l�C Ad110- �r / N r Date Called: Special Instructions: Il ,A (-' Date Wanted: r�� a.m. p.m. Reque ter: Phone No: R( Approved per applicable codes. a Corrections required prior to approval. IInspector A A,JA IDate: C/2y,/�� I REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. yf INSPECTION RECORD Retain a copy with permit ��s 0 ��� PECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Type of Inspec oc�n i4_" `a / tU I r/ Address: d2,!t -';Vr !2i `-C- J r Date Called: Special Instructions: Date W me a.m. � Z — / ( p.m. Requester: Phone No: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 34 INSPECTION RECORD Retain a copy with permit SPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: (AA_ Type of Insp ction: Address: 67.fit( `*j Date Called: Special Instructions: Date n a.m. f 6 p.m. Requester: Phone No: Inspector: � Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. �L_ INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East. Tukwila. Wa. 98188 206-575-4407 Project: Type of Inspection: i Address: L,� j G .,, , t Contact Person: ! Suite #: Special Instructions: Phone No.: Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: ; (V ; J / I Date: L-/ _ Z , _ / -71 Hrs.: / $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Word/Inspection Record Form.Doc 1/13/06 T.F.D. Form F.P. 113 INSPECTION RECORD A/ Ooaf f Retain a copy with permit INSPECTION NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: Type of Inspection: Address: qo,) j / �4 6:f Contact Person: Suite #: Special Instructions: Phone No.: F—A-Approved per applicable codes. Corrections required prior to approval. COMMENTS: A Lk 4,(q, 7e- 5- - - Q Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: Date: I Hrs.: ❑ $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Lsming waaress Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 ., J__ _ `` - i V'4 Simple Heating System Size: Washington State This heating system sizing calculator is based on the Prescriptive Requirements of the 2012 Washington State Enerqv Code (WSEC) and ACCA Manuals J and S. This calculator will calculate heating loads only. ACCA procedures for sizing cooling systems should be used to determine cooling loads. The glazing (window) and door portion of this calculator assumes the installed glazing and door products have an area weighted average U-factor of 0.30. The incorporated insulation requirements are the minimum prescriptive amounts specified by the 2012 WSEC. Please fill out all of the green drop -downs and boxes that are applicable to your project. As you make selections in the drop -downs for each section, some values will be calculated for you. If you do not see the selection you need in the drop -down options, please call the WSU Energy Extension Program at (360) 956-2042 for assistance. Project Information Contact Information 4021 S 126th St Ben Tran Tukwila, WA 253-235-5532 btran@residentialgrp.com Heating System Type: O All Other systems O Heat Pump To see detailed instructions for each section, place your cursor on the word 'Instructions". Design Temperature Instructions Design Temperature Difference (AT) Tukwila - AT = Indoor (70 degrees) - Outdoor Design Temp Area of Building Conditioned Floor Area Instructions Conditioned Floor Area (sq ft) Average Ceiling Height Instructions Average Ceiling Height (ft) Glazina and Doors Instructions Skylights Instructions Insulation Attic Instructions �+ R-49— Single Rafter or Joist Vaulted Ceilings l Instructions No Vaulted Ceilings in this project. 1 Above Grade Walls (see Figure 1) Instructions R-21Intermediate Floors Instructions Below Grade Wallis (see Figure 1) Instructions ! Select R value — Slab Below Grade(seeFigure 1) _ Instructions I Select conditioning Slab on Grade (see Figure 1) Instructions Select R-Value Location of Ducts Instructions Conditioned Space Figure 1. Above Grade 3,250 Conditioned V 9.0 29,250 U-Factor X Area = 0.30 512 U-Factor X Area — 0.50 U-Factor X Area — 0.026 2,231 U-Factor X Area U-Factor X Area 0.056 3,510 U-Factor X Area 0.029 37250 U-Factor X Area No selection 0 F-Factor X Length No selection 0 F-Factor X Length No selection Sum of UA 46 REVIEWED FOR ItODE COMPLIANCE JA APPROVED APR 19 2016 of Tukwila 40 DIVISION UA uA CORRECTION 196.5LT� {� u UA 94.25 Duct Leakage Coefficient 1.00 UA RECEIVED CITY OF TUKWILA UA --- JAN 22 2016 UA PERMIT CENTER 502.42 Envelope Heat Load 23,111 Btu/Hour Sum of UA X AT Air Leakage Heat Load 14,531 Btu / Hour volumeX 0.6XATX.018 Building Design Heat Load 37,643 Btu / Hour Air Leakage + Envelope Heat Loss Building and Duct Heat Load 37,643 Btu / Hour Ducts in unconditioned space: Sum of Building Heat Loss X 1.10 Ducts in conditioned space: Sum of Building Heat Loss X 1 Maximum Heat Equipment Output 52,700 Btu / Hour Building and Dud Heat Loss X 1.40 forFonxd Air Fumace Building and Dud Heat Loss X 1.25 for Heat Pump D i s- oaxxf (07/01/13) f3rescriptive Energy Code Compliance for All Climate Zones in Washington N Project Information Contact Information 4021 S 126th St Ben Tran Tukwila, WA 253-235-5532 btran@residentialgrp.com This project will use the requirements of the Prescriptive Path below and incorporate the the minimum values listed. In addition, based on the size of the structure, the appropriate number of additional credits are checked as chosen by the permit applicant. Authorized Representative Date All Climate Zones R-Value U-Factor Fenestration U-Factor n/a 0.30 Skylight U-Factor n/a 0.50 Glazed Fenestration SHGC n/a n/a Ceiling 49 0.026 Wood Frame Wall 21 int 0.056 Mass Wall R-Value' 21121 n 0.056 Floor 309 0.029 Below Grade Wall 10/15/21 int + TB 0.042 Slab R-Value & Depth 10, 2 ft n/a " I able H402.1.1 and I able 114W.1.3 Footnotes Included on f age Z. Each dwelling unit in one and two-family dwellings and townhouses, as defined in Section 101.2 of the International Residential Code shall comply with sufficient options from Table R406.2 so as to achieve the followina minimum number of credits: M1. Small Dwelling Unit: 0.5 points Dwelling units less than 1500 square feet in conditioned floor area with less than 300 square feet of fenestration area. Additions to existing building that are less than 750 square feet of heated floor area. Q2. Medium Dwelling Unit: 1.5 points All dwelling units that are not included in #1 or #3, including additions over 750 square feet. 03. Large Dwelling Unit: 2.5 points Dwelling units exceeding 5000 square feet of conditioned floor area. .Table .R406.2 Summary Option Description - Credit(s) 1a .; Efficient Building Envelope'1a. ,;0.5. 1b .. Efficient Building Envelope1b 1;0 1c .. Efficient Building Envelope 1c 2.0- ._ 2a - Air Leakage'Control and Efficient` Ventilation 2a - 0.5 . 2b Air Leakage.Control and.Efficient Ventilation 2b ..; 1.0 2c Air Leakage Control arid Efficient Ventilation 2c 1.5 ... 3a High,;Efficiency HVAC 3a - 0.5 3b High Efficiency HVAC 3b 1.0 3c High Efficiency HVAC 3c 2:0.,; . 3d High Efficiency HVAC 3d 1.0 ....4 High, Efficiency HVAC Distnbution.System ` .1.0 . 5a Efficient Water Heating 0.5 5b Efficient Water Heating .., 1:5 . 6 Renewable Electric Energy 0.5 Total Credits *Please refer to Table R406.2 for complete option descriptions http://www.energy.wsu.edu/Documents/2012/2ORes%2OEnergv.pdf N, table R402.1.1 Footnotes For SI: 1 foot .= 304.8 mm, ci .= continuous insulation, int .= intermediate framing. a R-values are minimums. LI-factors and SHGC are maximums. When insulation is installed in acavity which is less than the label or design thickness of the insulation, the compressed R-value of the insulation from Appendix Table A101.4 shall not be less than the R-value specified in the table. b The fenestration LI-factor column excludes skylights. The SHGC column applies to all glazed fenestration. Exception: Skylights may be excluded from glazed fenestration SHGC requirements in Climate Zones 1 through 3 where the SHGC for such skylights does not exceed 0.30. "10/15/21.+TB" means R-10 continuous insulation on the exterior of the wall, or R-15 on the continuous insulation on the interior of the wall, or R-21 cavity insulation plus a thermal break between the slab and the basement wall at the interior of the basement wall. "10/15/21.+TB" shall be permitted to be met with R-13 cavity insulation on the interior of the basement wall plus R-5 continuous insulation on the interior or exterior of the wall. "10/13" means R-10 continuous insulation on the interior or exterior of the home or R- 13 cavity insulation at the interior of the basement wall. "TB" means thermal break between floor slab and basement wall. d R-10 continuous insulation is required under heated slab on grade floors. See R402.2.9.1. e There are no SHGC requirements in the Marine Zone. f Basement wall insulation is not required in warm -humid locations as defined by Figure R301.1 and Table R301.1. ' Reserved h First value is cavity insulation, second is continuous insulation or insulated siding, so "13.+5" means R-13 cavity insulation plus R-5 continuous insulation or insulated siding. If structural sheathing covers 40 percent or less of the exterior, continuous insulation R-value shall be permitted to be reduced by no more than R-3 in the locations where structural sheathing is used to maintain a consistent total sheathing thickness. The second R-value applies when more than half the insulation is on the interior of the mass wall. For single rafter- or joist -vaulted ceilings, the insulation may be reduced to R-38. k Int. (intermediate framing) denotes standard framing 16 inches on center with headers insulated with a minimum of R-10 insulation. I Log and solid timber walls with a minimum average thickness of 3.5 inches are exempt from this insulation requirement. Table R402.1.3 Footnote a Nonfenestration LI-factors shall be obtained from measurement, calculation or an approved source or as specified in Section R402.1.3. STRUCTURAL CALCULATION Prepared By RESIDENTIAL GROUP, LLC. *World of Designs & Engineers* 33505 13th Place S. Suite D Federal Way, WA 98003 Tel. (253)235-5532, Fax. (253)944-1972 REVIEWED FOR CODE CQMPLiANCE APPROVED APR 19 2016 City of TukvAFa BUILDING DIVISION (Job #15-39AE) EXPIRES 12/28/ Prepared For Wind Speed =110 mph, Exposure: "B" NGUYEN & LAM RESIDENCE 4021 S. 1261h St. Tukwila, WA 98168 December 11, 2015 (S'W 0 0 :zjq FILE CORRECTION LTR#_.I_ RECEIVED CITY OF TUKWILA JAN 22 2016 PERMIT CENTER Design by: B.T. Residential Group 12/16/2015 PROJECT: _ _ _ _ p 10:14 AM LLC. *World of Designs & Engineers* BASIS OF DESIGN BUILDING CODE: 2012 Edition of the International Building Code GRAVITY LOADS: Roof Live Load = 25 psf. (snow) Roof Dead Load = 15 psf. Floor Live Load = 40 psf. (reducible) Floor Dead Load = 12 psf. LATERAL LOAD CRITERIA: Wind Speed = 110 mph, Exposure: B Seismic Site Class: D Seismic Design Category: D FOUNDATION: Spead footings shall bear on firm undisturbed soil 18" minimum below finished grade. Allowable Soil Bearing Pressure = 1,500 psf. DESIGN LOADS ROOF LIVE LOAD: 25.00 PSF (snow load) ROOF DEAD LOAD: Roofing 7.00 psf (15 psf = the roof) 1/2" Plywood Sheating 2.00 psf Insulation 2.00 psf Trusses & 1/2" GWB 3.00 psf (6 psf = tile roof) Lighting, Mechanical, Electrical, Misc. 1.00 psf FLOOR LIVE LOAD: 15.00 PSF Total Dead Load 40.00 PSF (Reducible) FLOOR DEAD LOAD: Flooring 2.00 psf 3/4" Plywood Sheathing 3.00 psf Insulation 1.00 psf Floor Joists & Beams 5.00 psf Lighting, Mechanical, Electrical, Misc. 1.00 pst 12.00 PSF Total Dead Load *World of Designs & Engineers* 14-99AE.mcd Design by: B.T. Residential Group 12/16/2015 PROJECT: _ 10:14 AM LLC. *World of Designs & Engineers* M9T0111113 JOISTS & FAFTERS: 2X4 HF#2 2X6 or Larger HF#2 BEAMS_ Width of 4" and Less DF#2 Width of greater than 4" DF#2 LEDGERS AND TOP PLATES: Width of 4" and Less HF#2 STUDS: 2X4 HF#2 2X6 or Larger HF#2 POSTS: 4X4 HF#2 (unless note on plan) 4X6 or Larger HF#2 (unless note on plan) 6X6 or Larger HF#2 (unless note on plan) GLUED -LAMINATED (GLB) BEAM & HEADER: Fb=2,400 PSI, Fv=165 PSI, Fc (Perp) =650 PSI, E=1,800,000 PSI. PARALLAM (PSL) 2.0E BEAM & HEADER: Fb=2,900 PSI, Fv=290 PSI, Fc (Perp) =750 PSI, E=2,000,000 PSI. MICROLAM (LVL) 1.9E BEAM & HEADER: Fb=2,600 PSI, Fv=285 PSI, Pc (Perp) =750 PSI, E=1,900,000 PSI. TIMBERSTRAND (LSL) 1.3E BEAM HEADER & RIM BOARD: Fb=1,700 PSI, Fv=400 PSI, Pc (Perp) =680 PSI, E=1,300,000 PSI. TRUSSES: PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED BY A REGISTERED DESIGN PROFESSIONAL REGISTERED IN THE STATE OF WASHINGTON. UNLESS OTHERWISE SPECIFIED BY LOCAL BUILDING OFFICIAL OR STATUTE, TRUSS DESIGNS BEARING THE SEAL AND SIGNATURE OF THE TRUSS DESIGNER SHALL BE AVAILABLE AT TIME OF INSPECTION. ENGINEERED I -JOISTS -FLOOR JOISTS & BEAMS OF EQUAL OR BETTER CAPACITY MAYBE SUBSTITUTED FOR THOSE SHOWN ON THIS PLAN, "EQUAL" IS DEFINED AS HAVING MOMENT CAPACITY, SHEAR CAPACITY, AND STIFFNESS WITHIN 30% OF THE SPECIFIED JOISTS OR BEAMS. *World of Designs & Engineers* 14-99AE.mcd 3 lr3 TA 230 PLR JSTS a AS PER MFG. SPEC i � 1 lie �� �� l � � lob TJIcIIO SERIES m E3 t: 31 LL { --.\ �) --- - G'�' � ; LL I 6 �I 1 j i 1 1 )-4--U 746 Title : Dsgnr: Description Scope : Job # Date: 3:28PM, 14 OCT 15 user:Kw0605873,Ver5.8.0,1-Nov-loos General Timber Beam Page 1 (c)1983-2006 ENERCALC Engineering Software Description 1. DOOR HEADER 14 99ae ecw Calculations taeneral Information Section Name 6x8 Beam Width 5.500 in Center Span 6.00 ft .....Lu 0.00 ft Beam Depth 7.500 in Left Cantilever Right Cantilever ft .....Lu 0.00 ft ft Member Type Sawn Douglas Fir - Larch, No.2 .....Lu 0.00 ft Sm Wt. Added to Loads Fb Base Allow 900.0 psi Load Dur. Factor Beam End Fixity 1.150 Pin Fv Allow 180.0 psi Wood Density -Pin 32.500pcf Fc Allow E 625.0 psi 1,600.0ksi Full Length Uniform Loads Center DL 285.00 #/ft LL 475.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Beam Design OK Span= 6.00ft, Beam Width = 5.500in x Depth = 7.5in, Ends are Pin -Pin Max Stress Ratio 0.778 ; 1 Maximum Moment 3.5 k-ft Maximum Shear * 1.5 2.7 k Allowable 4.4 k-ft Allowable 8.5 k Max. Positive Moment Max. Negative Moment 3.46 k-ft at 3.000 ft Shear: 0.00 k-ft @ Left 2.31 k Max @ Left Support at 0.000 it 0.00 k-ft @ Right 2.31 k Max @ Right Support 0.00 Camber: k-ft @ Left 0.000 in Max. M allow 4.45 @ Center @ Right 0.042 in 0.000in fb 805.68 psi fv Reactions... 66.47 psi Left DL 0.88 k Max Fb 1,035.00 psi Fv 207.00 psi Right DL 0.88 k Max 2.31 k 2.31 k Deflections Center Span... Deflection Dead Load Total Load Left Cantilever... Dead Load Total Load ...Location -0.028 in 3.000 ft -0.073 in Deflection 3.000 ft 0.000 in 0.000 in Length/Deft 2,595.E 992.98 •••Length/Defl 0.0 0.0 Camber ( using 1.5 * D.L. Defl ) ... Right Cantilever... @ Center 0.042 in Deflection 0.000 in 0.0.0 in @ Left 0.000 in ...Len th/Defl 9 0 0 0.0 @ Right 0.000 in Title : Job # Dsgnr: Date: 3:28PM, 14 OCT 15 Description Scope : User: KW-0605873, Ver5.8.0, 1-Nov-2006 (c)1983-2006 ENERCALC Engineering Software General Timber Beam Page 1 14-99ae ecw Calculations Description 2. DOOR HEADER AT MASTER BEDROOM General Information Section Name 4x10 Center Span 6.00 ft .....Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft ...Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, Not Bm Wt. Added to Loads Fb Base Allow 900.0 psi Load Dur. Factor 1.150 Fv Allow 180.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 32.500 pcf E 1,600.0 ksi L Full Length Uniform Loads Center DL 240.00 #/ft LL 400.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Beam Design OK Span= 6.00ft, Beam Width = 3.500in x Depth = 9.25in, Ends are Pin -Pin Max Stress Ratio 0.564 ; 1 Maximum Moment 2.9 k-ft Maximum Shear' 1.5 2.2 k Allowable 5.2 k-ft Allowable 6.7 k Max. Positive Moment 2.91 k-ft at 3.000 ft Shear: @ Left 1.94 k Max. Negative Moment 0.00 k-ft at 0.000 it @ Right 1.94 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.029in Max. M allow 5.17 Reactions... @ Right 0.000in fb 700.33 psi fv 66.94 psi Left DL 0.74 k Max 1.94 k Fb 1,242.00 psi Fv 207.00 psi Right DL 0.74 k Max 1.94 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.020 in -0.051 in Deflection 0.000 in 0.000 in ...Location 3.000 ft 3.000 ft ...Length/Deft 0.0 0.0 ...Length/Deft 3,687.7 1,408.89 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.029 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Title : Dsgnr: Description Scope : Job # Date: 3:28PM, 14 OCT 15 User83-2KW-060 873, NERCeLCEn,,eeringoo6 General Timber Beam (c)1983-2006 ENERCALC Engineering Software Page 1 Description 3. BEAM OVER NOOK 14 99ae ecw Calculations vGnCrdi InTDrmation Section Name MicroLam: 3.5x11.25 Beam Width 3.500 in Beam Depth 11.250 in Member Type Manuf/So.Pine Bm Wt. Added to Loads Load Dur. Factor 1.150 Beam End Fixity Pin -Pin Wood Density 32.500 pcf Center Span 9.00 ft .....Lu Left Cantilever ft .....Lu Right Cantilever ft .....Lu Truss Joist - MacMillan, MicroLam 1.9 E Fb Base Allow 2,600.0 psi Fv Allow 285.0 psi Fc Allow 750.0 psi E 1,900.0 ksi L Full Length Uniform Loads Center DL 206.00 #/ft LL 370.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Span= 9.00ft, Beam Width = 3.500in x Depth = 11.25in, Ends are Pin -Pin Max Stress Ratio 0.322 : 1 Maximum Moment 5.9 k-ft Maximum Shear * 1.5 Allowable 18.4 k-ft Allowable Max. Positive Moment 5.92 k-ft at 4.500 ft RAShear: @Left ax. Negative Moment 0.00 k-ft at 0.000 ft Max @ Left Support 0.00 k-ft Camber: Max @ Right Support 0.00 k-ft Max. M allow 18.40 Reactions... fb 962.56 psi fv 79.41 psi Left DL 0.97 k Fb 2,990.00 psi Fv 327.75 psi Right DL 0.97 k Deflections Center Span... Dead Load Total Load Left Cantilever... Deflection -0.040 in -0.109 in Deflection ...Location 4.500 ft 4.500 ft ...Length/Deft ...Length/Deft 2,686.4 986.98 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) ... Deflection @ Center 0.060 in ...Length/Deft @ Left 0.000 in @ Right 0.000 in @ Right @ Left @ Center @ Right Max Max 0.00 ft 0.00 ft 0.00 ft Beam Design OK 3.1 k 12.9 k 2.63 k 2.63 k 0.000 in 0.060 in 0.000 in 2.63 k 2.63 k 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 Title : Job # Dsgnr: Date: 4:12PM, 18 NOV 15 Description Scope Rev: 580004 User: KW-06 ENE VeLCEn, Engineering General Timber Beam Page 1 (c)1983-2006 ENERCALC Engineering Software g 14-99ae.em: Ca lculati ons Description 3A. WINDOW HEADER General Information Section Name 6x8 Center Span 6.00 ft .....Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 7.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.2 Bm Wt. Added to Loads Fb Base Allow 900.0 psi Load Dur. Factor 1.150 Fv Allow 180.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 32.500 pcf E 1,600.0 ksi L Full Length Uniform Loads Center DL 188.00 #/ft LL 310.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Beam Design OK Span= 6.00ft, Beam Width = 5.500in x Depth = 7.5in, Ends are Pin -Pin Max Stress Ratio 0.513 ; 1 Maximum Moment 2.3 k-ft Maximum Shear * 1.5 1.8 k Allowable 4.4 k-ft Allowable 8.5 k Max. Positive Moment Max. Negative Moment 2.28 k-ft at 3.000 ft Shear: 0.00 k-ft @ Left 1.52 k Max @ Left Support at 6.000 it 0.00 k-ft Right @ 9 1.52k Max @ Right Support 0.00 Camber: k-ft @ Left 0.000in Max. M allow 4.45 @ Center @ Right 0.028 in 0.000in fb 531.29 psi fv Reactions... 43.83 psi Left DL 0.59 k Max Fb 1,035.00 psi Fv 207.00 psi Right DL 0.59 k Max 1.52 k 1.52 k Deflections Center Span... Deflection Dead Load Total Load Left Cantilever... Dead Load Total Load ...Location -0.019 in 3.000 ft -0.048 in Deflection 3.000 ft Length/Deft 0.000 in 0.000 in ...Length/Deft 3,871.6 1,505.80 Right Cantilever... 0.0 0.0 Camber ( using 1.5 * D.L. Defl ) ... Deflection @ Center 0.028 in 9 th/Defl 0.000 in 0.000 in @ Left 0.000 in ...Len 0.0 0.0 @ Right 0.000 in 10 Title : Job # Dsgnr: Date: 3:28PM, 14 OCT 15 Description Scope: User: KW-0605873, Ver5.8.0, 1-Nov-2006 age 1 P General Timber Beam (c)1983-2006 ENERCALC Engineering Software 14 99ae ecwalculatio ns Description 4. BEAM OVER LIVING ROOM AND DINING General Information Section Name MicroLam: 3.5x11.25 Beam Width 3.500 in Beam Depth 11.250 in Member Type Manuf/So.Pine Sm Wt. Added to Loads Load Dur. Factor 1.150 Beam End Fixity Pin -Pin Wood Density 32.500pcf Full Length Uniform Loads Center DL Left Cantilever DL Right Cantilever DL Center Span 8.00 ft .....Lu Left Cantilever ft .....Lu Right Cantilever ft .....Lu Truss Joist - MacMillan, MicroLam 1.9 E Fb Base Allow 2,600.0 psi Fv Allow 285.0 psi Fc Allow 750.0 psi E 1,900.0 ksi 236.00 #/ft LL 260.00 #/ft #/ft LL #/ft #/ft LL #/ft Span= 8.00ft, Beam Width = 3.500in x Depth = 11.25in, Ends are Pin -Pin Max Stress Ratio 0.220 : 1 Maximum Moment 4.0 k-ft Maximum Shear * 1.5 Allowable 18.4 k-ft Allowable Max. Positive Moment 4.04 k-ft at 4.000 ft Shear: @ Left Max. Negative Moment 0.00 k-ft at 8.000 ft Max @ Left Support 0.00 k-ft Camber: Max @ Right Support 0.00 k-ft Max. M allow 18.40 Reactions... fb 656.51 psi fv 59.09 psi Left DL 0.98 k Fb 2,990.00 psi Fv 327.75 psi Right DL 0.98 k Deflections Center Span... Dead Load Total Load Left Cantilever... Deflection -0.029 in -0.059 in Deflection ...Location 4.000 ft 4.000 It ...Length/Deft ...Length/Deft 3,356.4 1,627.96 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) ... Deflection @ Center 0.043 in ...Length/Deft @ Left 0.000 in @ Right 0.000 in @ Right @ Left @ Center @ Right Max Max 0.000 in 0.0 0.000 in 0.0 0.00 ft 0.00 ft 0.00 ft Beam Design OK 2.3 k 12.9 k 2.02 k 2.02 k 0.000 in 0.043 in 0.000 in 2.02 k 2.02 k Total Load 0.000 in 0.0 0.000 in 0.0 Title : Job # Dsgnr: Date: 3:28PM, 14 OCT 15 Description Scope : User: 06 1 (c)1983-2006 ENERCALCEngineeringSoftware General Timber Beam Page 1 14 99ae ecw Calculations Description 5. GARAGE DOOR HEADER General Information Section Name 5.125x13.5 Beam Width 5.125 in Center Span 16.00 ft .....Lu 0.00 ft Beam Depth 13.500 in Left Cantilever Right Cantilever It ...Lu It 0.00 ft Member Type GluLam Douglas Fir, 24F - V4 .....Lu 0.00 It Bm Wt. Added to Loads Fb Base Allow 2,400.0 psi Load Dur. Factor 1.150 Fv Allow 240.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi Wood Density 32.500pcf E 1,800.0ksi L Full Length Uniform Loads Center DL 377.00 #/ft LL 515.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Beam Design OK Span= 16.00ft, Beam Width = 5.125in x Depth = 13.5in, Ends are Pin Max Stress Ratio -Pin 0.811 Maximum Moment 29.0 k-ft Maximum Shear * 1.5 9.4 k Allowable 35.8 k-ft Allowable 19.1 k Max. Positive Moment Max. Negative Moment 29.04 k-ft 0.00 k-ft at 8.000 ft Shear: at 16.000 ft @ Left 7.26 k Max @ Left Support 0.00 k-ft @ Right 7.26 k Max @ Right Support 0.00 k-ft Camber: @ Left 0.000 in @ Center 0.459in Max. M allow 35.80 Reactions... @ Right 0.000 in fb 2,238.84 psi fv 136.01 psi Left DL 3.14 k Max 7.26 k Fb 2,760.00 psi Fv 276.00 psi Right DL 3.14 k Max 7.26 k Deflections Center Span... Deflection Dead Load Total Load Left Cantilever... Dead Load Total Load ...Location -0.306 in 8.000 ft -0.708 in Deflection 8.000 ft 0.000 in 0.000 in ...Length/Deft 627.3 ...Length/Deft 271.35 Right Cantilever... 0.0 0.0 Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.000 in @ Center 0.459 in ...Len 9 th/Defl 0.0 0.0.0 in @ Left 0.000 in 0.0 @ Right 0.000 in Title : Job # Dsgnr: Date: 4:12PM, 18 NOV 15 Description Scope : User: KW-0605873, Ver5.8.0, 1-Nov-2006 General Timber Beam Page 1 (c)1983-2006 ENERCALC Engineering Software Description 5A. BEAM OVER KITCHEN 14 99ae ecw Calculations General Information Section Name Microlam:3x11.875 Beam Width 3.000 in Beam Depth 11.875 in Member Type Manuf/So.Pine Bm Wt. Added to Loads Load Dur. Factor 1.150 Beam End Fixity Pin -Pin Wood Density 32.500pcf Full Length Uniform Loads Center DL Left Cantilever DL Right Cantilever DL Center Span 9.00 ft .....LU Left Cantilever ft .....Lu Right Cantilever ft .....Lu Truss Joist - MacMillan, MicroLam 1.9 E Fb Base Allow 2,600.0 psi Fv Allow 285.0 psi Fc Allow 750.0 psi E 1,900.0 ksi 206.00 #/ft LL 420.00 #/ft #/ft LL #/ft #/ft LL #/ft Span= 9.00ft, Beam Width = 3.000in x Depth = 11.875in, Ends are Pin -Pin Max Stress Ratio 0.365 : 1 Maximum Moment 6.4 k-ft Maximum Shear * 1.5 Allowable 17.6 k-ft Allowable Max. Positive Moment 6.42 k-ft at 4.500 ft Shear: @ Left Max. Negative Moment 0.00 k-ft at 0.000 ft @ Right Max @ Left Support 0.00 k-ft Camber: @ Left Max @ Right Support 0.00 k-ft Max. M allow 17.57 fb 1,092.59 psi fv 94.18 psi Reactions... Left DL 0.96 k Fb 2,990.00 psi Fv 327.75 psi Right DL 0.96 k Deflections Center Span... Dead Load Total Load Left Cantilever... Deflection -0.040 in -0.118 in Deflection ...Location 4.500 ft 4.500 ft ...Length/Deft ...Length/Deft 2,718.8 917.83 Right Cantilever... Camber ( using 1.5 D.L. Defl ) ... Deflection @ Center 0.060 in ...Length/Deft @ Left 0.000 in @ Right 0.000 in @ Center @ Right Max Max 0.00 ft 0.00 ft 0.00 ft Beam Design OK 3.4 k 11.7 k 2.85 k 2.85 k 0.000 in 0.060 in 0.000 in 2.85 k 2.85 k 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 t 3 Title : Job # Dsgnr: Date: 4:12PM, 18 NOV 15 Description Scope Rev: 580004 User: KW-0605873, Ver 5.8.0, 1-Nov-2006 General Timber Beam Page 1 (c)1983106 ENERCALC Engineering Software 14-99a e. ecw: Ca I culati ons Description 6. BEAM OVER KITCHEN SUPPORT #5 General Information Section Name MicroLam: 3.5x11.25 Beam Width 3.500 in Beam Depth 11.250 in Member Type Manuf/So.Pine Bm Wt. Added to Loads Load Dur. Factor 1.150 Beam End Fixity Pin -Pin Wood Density 32.500 pcf Center Span 16.00 ft .....Lu Left Cantilever ft .....Lu Right Cantilever It .....Lu Truss Joist - MacMillan, MicroLam 1.9 E Fb Base Allow 2,600.0 psi Fv Allow 285.0 psi Fc Allow 750.0 psi E 1,900.0 ksi 0.00 ft 0.00 ft 0.00 ft Full Length Uniform Loads Center DL 96.00 #/ft LL 53.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Point Loads Dead Load 2,853.0lbs Ibs Ibs Ibs Ibs Ibs Live Load Ibs Ibs lbs Ibs Ibs Ibs Ibs Ibs ...distance 12.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Summary Beam Design OK Span= 16.00ft, Beam Width = 3.500in x Depth = 11.25in, Ends are Pin -Pin Max Stress Ratio 0.671 : 1 Maximum Moment 12.3 k-ft Maximum Shear ` 1.5 4.9 k Allowable 18.4 k-ft Allowable 12.9 k Max. Positive Moment 12.35 k-ft at 11.968 ft Shear: Max. Negative Moment 0.00 k-ft at 16.000 ft @ Left 1.98 k Max @ Left Support 0.00 k-ft Camber: @ Right @ Left 3.40 k Max @ Right Support 0.00 k-ft @ Center 0.000in 0.850 in Max. M allow 18.40 Reactions... @ Right 0.000 in fb 2,006.65 psi fv 124.24 psi Left DL 1.55 k Max 1.98 k Fb 2,990.00 psi Fv 327.75 psi Right DL 2.98 k Max 3.40 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.566 in ...Location 8.640 ft -0.665 in Deflection 8.512 ft 0.000 in 0.000 in ...Length/Deft 339.0 ...Length/Dell 288.78 0.0 0.0 Camber ( using 1.5 * D.L. Defl ) ... Right Cantilever... @ Center 0.850 in Deflection 0.000 in 0.000 in @ Left 0.000 in ...Length/Defl 0.0 0.0 @ Right 0.000 in 4 Title : Job # Dsgnr: Date: 3:28PM, 14 OCT 15 Description Scope Rev: 580004 User:3-206ENE 1-Nov-2006 General Timber Beam Page 1 (c)1983-2006 ENERCALC Engineering Software 14-99ae.ecw: Calcula tions Description 7. CANTILEVER BEAM General Information t Section Name 4x10 Beam Width 3.500 in Beam Depth 9.250 in Member Type Sawn Bm Wt. Added to Loads Load Dur. Factor 1.150 Beam End Fixity Pin -Pin Wood Density 32.500 pcf Center Span 7.00 ft .....Lu Left Cantilever ft .....Lu Right Cantilever 2.00ft .....Lu Douglas Fir - Larch, No.2 Fb Base Allow 900.0 psi Fv Allow 180.0 psi Fc Allow 625.0 psi E 1,600.0 ksi 0.00 ft 0.00 it 0.00 ft L Full Length Uniform Loads Center DL 234.00 #/ft LL 277.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL 239.00 #/ft LL 277.00 #/it Point Loads Dead Load 1,000.0lbs Ibs Ibs Ibs Ibs Ibs -Li Live Load Ibs Ibs Ibs Ibs Ibs Ibs ...distance 9.000 ft 0.000 ft 0.000 ft Ibs 0.000 ft 0.000 ft 0.000 ft 0.000 ft Summary Beam Design OK Span= 7.00ft, Right Cant= 2.00ft, Beam Width = 3.500in x Depth = 9.25in, Ends are Pin -Pin Max Stress Ratio 0.590 ; 1 Maximum Moment -3.0 k-ft Maximum Shear * 1.5 2.8 k Allowable 5.2 k-ft Allowable 6.7 k Max. Positive Moment 2.05 k-ft at 2.800 Max. Negative Moment -2.49 k-ft ft Shear: @ Left 1.46 k at 7.000 ft @ Right 2.25 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000in Max @ Right Support -3.05 k-ft @ Center 0.010 in Max. M allow 5.17 Reactions... @ Right 0.054in fb 732.48 psi fv 86.11 psi Left DL 0.49 k Max 1.46 k Fb 1,242.00 psi Fv 207.00 psi Right DL 2.69 k Max 4.30 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection 0.006 in ...Location 5.636 ft -0.041 in 3.123 ft Deflection 0.000 in 0.000 in ...Length/Deft 12,976.2 2,062.80 ...Length/Deft 0.0 0.0 Camber ( using 1.5 * D.L. Defl ) ... Right Cantilever... Center @ 0.010 in Deflection -0.036 in in @ Left 0.000 in ...Length/Deft 1,330.0 946. 946.7 @ Right 0.054 in Title : Job # Dsgnr: Date: 3:28PM, 14 OCT 15 Description Scope Rev: 580004 User: 3-206 ENE VeLCEn, Engineering (c)1983-2006 ENERCALC Engineering Software General Timber Beam Page 1 Description 8. FOUNDATION BEAM WITH UPPER LOAD 14-99ae.ecw: Ca I culati ons General Information Section Name 4x10 Center Span 4.00 ft .....Lu Beam Width 3.500 in 0.00 ft Left Cantilever Beam Depth 9.250 in Right Cantilever ft 0.00 ft .....Lu Member Type Sawn Douglas Fir - Larch, No.2 0.00 ft Bm Wt. Added to Loads Fb Base Allow 900.0 psi Load Dur. Factor 1.150 Fv Allow 180.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 32.500pcf E 1,600.0ksi Full Length Uniform Loads Center DL 242.00 #/ft LL 680.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span= 4.00ft, Beam Width = 3.500in x Depth = 9.25in, Ends are Pin -Pin Max Stress Ratio 0.360 : 1 Maximum Moment 1.9 k-ft Maximum Shear * 1.5 1.7 k Allowable 5.2 k-ft Allowable s.7 k Max. Positive Moment 1.86 k-ft at 2.000 ft Shear: Max. Negative Moment 0.00 k-ft @ Left 1.86 k at 0.000 ft Max @ Left Support 0.00 k-ft @ Right 1.86 k Max @ Right Support 0.00 k-ft Camber: @Left .006 in Max. M allow 5.17 @ Center @ Right 0 .006 in 0.000 in Reactions... fb 446.86 psi fv 53.05 psi Left DL 0.50 k Max Fb 1,242.00 psi Fv 207.00 psi Right DL 0.50 k Max 1.86 k 1.86 k Deflections Center Span... Dead Load Total Load Left Cantilever... Deflection Dead Load Total Load -0.004 in -0.014 in Deflection ...Location 2.000 ft 2.000 ft Length/Deft 0.000 in 0.000 in ...Length/Deft 12,346.0 3,312.10 Right Cantilever... 0.0 0.0 Camber ( using 1.5 * D.L. Defl ) ... Deflection @ Center 0.006 in ...Length/Deft 0.0000 in 0 0.000 in @ Left 0.000 in 0.0 @ Right 0.000 in 0 Title : Dsgnr: Description Scope Rev: 580004 User: 3-2 06 ENE ver5.8.0, 1-NovgSo General Timber Beam (c)1983-2006 ENERCALC Engineering Software Description 9. FOUNDATION BEAM WITHOUT UPPER LOAD General Information Job # Date: 3:28PM, 14 OCT 15 Page 1 14-99ae.ecw:Calculations Section Name 4x10 Beam Width 3.500 in Center Span 6.00 ft .....Lu 0.00 ft Beam Depth 9.250 in Left Cantilever Right Cantilever ft .....Lu 0.00 ft ft Member Type Sawn Douglas Fir - Larch, No.2 .....Lu 0.00 ft Bm Wt. Added to Loads Fb Base Allow 900.0 psi Load Dur. Factor 1.150 Fv Allow 180.0 psi Beam End Fixity Wood Density Pin -Pin 32.500 Fc Allow E 625.0 psi pcf 1,600.0 ksi Full Length Uniform Loads Center DL 234.00 #/ft LL 480.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Beam Design OK 6.00ft, Beam Width = 3.500in x Depth = 9.25in, Ends are Pin -Pin tress Ratio 0.628 ; 1 um Moment 3.2 k-ft Maximum Shear * 1.5 2.4 k lowable 7Max 5.2 k-ft Allowable 6.7 k itive Moment ative Moment 3.25 k-ft at 3.000 ft Shear: 0.00 k-ft @ Left 2.16 k ft Support at 0.000 ft 0.00 k-ft @ Right 2.16 k ght Support 0.00 Camber: k-ftCenter@ @ Left 0.000in ax.alow 5_17 @ Right 0.029in 0.000in fb 780.39 psi fv Reactions... 74.59 psi Left DL 0.72 k Max Fb 1,242.00 psi Fv 207.00 psi Right DL 0.72 k Max 2.16 k Deflections 2.16 k Center Span... Deflection Dead Load Total Load Left Cantilever... Dead Load Total Load ...Location -0.019 in 3.000 ft -0.057 in Deflection 3.000 ft 0.000 in 0.000in ...Length/Deft 3,779.4 ...Length/Deft 1,264.35 Right Cantilever... 0.0 0.0 Camber ( using 1.5 * D.L. Defl ) ... Deflection @ Center 0.029 in 0.000 in 0.000 in @ Left 0.000 in ...Length/Deft 0.0 0.0 @ Right 0.000 in R_ n Design by: B.T. 12/16/2015 10:14 AM PROJECT: Residential Group LLC. *World of Designs & Engineers* LATERAL ANALYSIS BASED ON 2012 INTERNATIONAL BUILDING CODE AS MODIFIED BY LOCAL JURISDICTION. Lateral Forces will be distributed along lines of Force/Resistance. Lines of Force/Resistance will be investigated for both wind and seismic lateral loads.(Vertical component of earthquake ground motion neglected for Lateral Force Resisting System w/ Allowable Stress Design) SEISMIC DESIGN SEISMIC DESIGN BASED ASCE 7-10 CHAPTER 12 SECTION 12.14 SIMPLIFIED ALTERNATIVE STRUCTURAL DESIGN CRITERIA FOR SIMPLE BEARING WALL SINGLE FAMILY DWELLING, LIGHT FRAME CONSTRUCTION LESS THAN THREE STORIES IN HEIGHT (EXCLUDING BASEMENT). Seismic Desiqn Data: --Soils Site Class D (Assumed) —Seismic Design Category D1/D2 For Seismic Use Group I occupancy (ASCE 7-10 Table 11.5-1) Light Framed Walls w/ Wood Shear Panels (ASCE 7-10 Table 12.14-1) Mapped Maximum Considered Earthquake Spectral Response Acceleration Short -Period Mapped Maximum Considered Earthquake Spectral Response Acceleration 1-Second Period Site Coefficient based on Site Class & SS (ASCE 7-10 Table 11.4-1) Site Coefficient based on Site Class & S, (ASCE 7-10 Table 11.4-2) Seismic Weight of Overall Structure, Seismic Weight of Structure above Level x (LB.) ASCE 7-05 Eq. ASCE 7-05 Eq. 11.4-3 *World of Designs & Engineers* 14-99AE.mcd R Design by: B.T. 12/16/2015 10:14 AM PROJECT: - SEISMIC WEIGHT OF STRUCTURE CHECK FOR EACH LEVEL: Roof Slope Adjustment Factor: ROOF PLAN AREA EACH LEVEL: Residential Group LLC. *World of Designs & Engineers* S:= r r S=1.16 cost atanl �)) PLAN PERIMETER FOR EACH LEVEL: RI := 2261ft2•S Al := 1871ft2 (Upper Roof Area) (Upper Floor area) R2 := 62ft2• S (Lower Roof Area) Pl := 2(44ft) + 2(51ft) (Upper Floor) P2 := 2(44ft) + 2(51ft) (Main Floor) Weight of Structure at Each Level: Story Weight at Upper level: wl := 15-psf•(RI) + 10•psf•9-ft•(PI) (weight of roof, and wall) Story Weight at Main level: w2 := 15-psf•(R2) + 12-psf•(A,) + 10-psf.(10•ft•P2) (weight of lower roof, floor, & wall) Shear at each Level: F=1.0 for one-story building F=1.1 for two-story building F:= 1.1 F=1.2 for three-story building (F- SDS'�'1) V2E R V2E = 10110.75 lb Story Shear at Upper Floor [F SDS (w2)] VlE:= VIE = 7628.99lb Story Shear at Main Floor R *World of Designs & Engineers* 19 14-99AE.mcd Design by: B.T. 12/16/2015 10:14 AM PROJECT: _ __ Residential Group LLC. *World of Designs & Engineers* WIND DESIGN USE ANALYTICAL PROCEDURE OF ASCE 7-10 SECTION 6.5 ENCLOSED LOW-RISE BUILDING LESS THAN 60 FEET IN HEIGHT WIND EXPOSURE = B 110 mph WIND SPEED Equation 6-18 Mean Roof Height p=gh[(GCpf) - (GCp;)l qh = 0.00256KZKZtKdV21 = Velocity Pressure Evaluated at mean Roof Height h (Equation 6-15) GCPf = External Pressure Coefficients per Figure 6-10 GCPi = Internal Pressure Coefficients per Figure 6-5 K15 := 0.70 Velocity Pressure Exposure Coefficients at z < 15ft (Table 6-3) K20 := 0.70 Velocity Pressure Exposure Coefficients at 15ft < z < 20ft (Table 6-3) K25 := 0.70 Velocity Pressure Exposure Coefficients at 20ft < z < 25ft (Table 6-3) K30 := 0.70 Velocity Pressure Exposure Coefficients at 25ft < z < 30ft (Table 6-3) K40 := 0.76 Velocity Pressure Exposure Coefficients at 30ft < z < 40ft (Table 6-3) Wind Directionality Factor (Table 6-4). Wind Speed per Hours (Figure 6-1). Important Factor (Table 6-1). *World of Designs & Engineers* 14-99AE.mcd 70 Design by: B.T. 12/16/2015 10:14 AM PROJECT: _ Velocity Pressure ( qZ ) Evaluated at Height z (Equation 6-15) q15:= 0.00256•K15•Kd•v2 I q15 = 18.43 q20 := 0.00256•K20•Kd•v2 I q20 = 18.43 q25:= 0.00256•K25•Kd•v2 I q25 = 18.43 q30 := 0.00256•K30•Kd-v2 1 q30 = 18.43 q40 := 0.00256•K40•Kd•v2 1 q40 = 20.01 Residential Group LLC. *World of Designs & Engineers* Internal Pressure Coefficients (Figure 6-5) GCpi :_ .18 +/- The Internal Pressures on Windward and Leeward Walls will offset each other for the lateral design of the overall building and will therefore be ignored for this application. External Pressure Coefficients w/ Roof Pitch = 7/12 (30 degrees) to 12/12 (45 degrees) (Conservatively taken from Figure 6-10) GCpfl :_ .56 GCpflE:= .69 GCpf2 :_ .21 GCpf2E :_ .27 GCpf3 :_ —.43 GCpf3E:_ —.53 GCpf4 :_ —.37 GCpf4E :_ —.48 *World of Designs & Engineers* 14-99AE.mcd 2l Design by: B.T. 12/16/2015 10:14 AM PROJECT:-_ Residential Group LLC. *World of Designs & Engineers* P15.1 = g15'(GCpfj)•psf P15.1 = 10.321bft 2 P15.]E:= 9]5'(GCpflE)'Psf P15.1E = 12.721bft 2 P]5.2 = g15'(GCpf2)•psf P15.2 = 3.871bft 2 P15.2E:= g15'(GCpf2E)'Psf P15.2E = 4.981bft 2 P15.3:= g15'(GCpf3)•psf P15.3 = -7.931bft 2 P15.3E:= g15'(GCpf3E)'Psf P15.3E =-9.771bft 2 P15.4 = g15'(GCpf4)'Psf P15.4 = -6.821bft 2 P15.4E:= g15'(GCpf4E)'Psf PI SAE =-8.851bft2 P20.1 := g20' (GCpfl) •psf P20.1 = 10.321b ft2 P20. ] E := g20' (GCpfl E)'Psf P20.1 E = 12.721b ft 2 P20.2:= g20'(GCpf2)•psf P20.2 = 3.871bft 2 P20.2E:= g20'(GCpf2E)'Psf P20.2E = 4.981bft 2 P20.3 = g20'(GCPf3)•psf P20.3 = -7.931bft 2 P20.3E:= g20'(GCpf3E)'Psf P20.3E = -9.771bft 2 P20.4 = g20'(GCpf4)'Psf P20.4 = -6.821bft 2 P20.4E:= g20'(GTCpf4E)'Psf P20AE =-8.851bft 2 P25.1 = g25' (GCpfl)•psf P25.1 = 10.321b ft 2 P25. ] E := g25' (GTCpfl E)'Psf P25.1 E = 12.721b ft 2 P25.2 := g25'(GCp f2)-psf P25.2 = 3.871b ft 2 P25.2E := g25'(GCpf2E)'Psf P25.2E = 4.981b ft 2 P25.3:= g25'(GCpf3)'Psf P25.3 = -7.931bft 2 P25.3E = g25'(GCpf3E)'Psf P25.3E = -9.771bft 2 P25.4:= g25'(GCpf4)'Psf P25.4 =-6.821bft 2 P25.4E:= 925'(GCpf4E)'Psf P25AE =-8.851bft 2 P30.1 := g30'(GCpfl)'Psf P30.1 = 10.321bft 2 P30.]E:= g30'(GCpflE)'Psf P30.1E = 12.721bft 2 P30.2 = g30'(GCpf2)•psf P30.2 = 3.871bft 2 P30.2E:= g30'(GCpf2E)'Psf P30.2E = 4.981bft 2 P30.3:= g30'(GCpf3)•psf P30.3 = -7.931bft 2 P30.3E:= g30'(GCpf3E)'Psf P30.3E = -9.771bft 2 P30.4 = g30'(GCpf4)'Psf P30.4 = -6.821bft 2 P30.4E:= g30'(GCpf4E)'Psf P30AE = -8.851bft 2 P40.1 = g40'(GCpfl)•psf P40.1 = 11.211bft 2 P40.1E:= g40'(GCpf1E)'Psf P40.1E = 13.811bft2 P40.2 = g40'(GCpf2)•psf P40.2 = 4.21bft 2 P40.2E:= g40'(GCpf2E)'Psf P40.2E = 5.41bft 2 P40.3:= g40'(GCpf3)•psf P40.3 = -8.61bft 2 P40.3E = g40'(GCpf3E)'Psf P40.3E =-10.611bft 2 P40.4 = g40'(GCpf4)'Psf P40.4 = -7.41bft 2 P40.4E = g40'(GCpf4E)'Psf P40AE = -9.611bft 2 *World of Designs & Engineers* 14-99AE.mcd ZZ RIG�NT ELEVATION ° 27 i S S. 3, c� LEFT ELEVATION 23 P B 0 REAR ELEVATION 6' BEVEL 51DING TYP. PROVIDE 6TEP5--/ ON. TO GRADE ADHERED STONE 5/4 x 10 BAND BD. VENEER TYP. FRONT ELEVATION TOP Design by: B.T. 12/16/2015 PROJECT: 10:14 AM WIND AT UPPER LEVEL ---(ALL sides)-------- W l (P20.1 - P20.4)' 5 ft + (P25.1 - P25.4)' 5 ft + (P30.2 - P30.3)' 6 ft END ZONE WIND AT UPPER LEVEL ----(all sides) — W1E (P20.1E - P20.4E).5ft + (P25.1E - P25.4E)'5ft + (P30.2E - P30.3E)'6ft WIND AT MAIN LEVEL --(all sides)------ W2 (P15.1 - P15.4)' 1 Oft END ZONE WIND AT MAIN LEVEL ---(all sides) W2E (P15.1E - P15AE)' 10ft But not less than 10 psf over the projected vertical plane. Wl = 242.181bft 1 W1E = 304.11 lbft 1 W2 = 171.41 lb ft 1 W2E = 215.64 lb ft 1 Residential Group LLC. *World of Designs & Engineers* *World of Designs & Engineers* Z5 14-99AE.mcd C' MASTER �6 BEDS"( I I l I 1 ' HER t I I I rt�� ® MASTER BATH - - I I I , I I , I I I � I HIS BEDW 02 W.I.G. W.I.C. W.I.G. UPLER FLOOR PLAN BATH r� sm 1 4 9- r `jam .s Y�/ 0 Design b5 B.T. Residential Group 12/16/2015 PROJECT 10:14 AM LLC. *World of Designs & Engineers* Shear wall line AA: Step 1. Wind analysis on wall Wind loads per foot: Wl = 242.18lbft- 1 W1E = 304.11 lb ft 1 Distance between shear wall: Ll := 19•ft Shear wall panels: Laa:= (20 + 9)ft Laa = 29 ft Percent full height sheathing: %:= 10•ft 100 %= 100 Max Opening Height = Oft-Oin, Therefore Co:= 1.00 10•ft per IBC Table 2305.3.8.2 Wind Force: vaa:= (W1 + W1E) L1 2 2 Laa vaa= 89.48lbft 1 vaa _ 89.481bft1 Wind loads per foot Co Step 2. Seismic analysis on wall Seismic Weight per level: V2E = 10110.75lb Assumed p := 1.0 Bldg Width in direction of Load: Lt := 51•ft V2E Ll Lt Seismic Force: Eaa := Laa 2 Eaa = 45.46lb ft 1 C as = 45.461bft1 Seismic loads per foot 0 Step 3. Checking Overturning Moment & Holdown on Wall Overtuminq Moment on Wall: Plate Height: Pt:= 9.0Uft Base Plate Nail Spacing (2003 NDS Table11N) Laa := 9-ft OTM := vaa-Laa-Pt OTM = 7247.72lb ft 16d Common Nails & 1-1/2" Plate Hem -Fir Dead Load Resisting Overturning: ZN := 122•lb CD := 1.33 Z'N := ZN•CD Z'N = 162.261b WR := 0.6(15•psf)•2•ft•Laa + 0.6•(10•psf)•Pt•Laa Bp I- Z'N Bp = 1.81 ft Per Nail vaa DLRM := WR• L2a DLRM = 29161bft Holdown Force & Net Uplift: OTM - DLRM HDFaa := HDFaa = 481.31b Anchor Bolt Spacing (2003 NDS Table 11E) 5/8" Dia. Bolt (6" Embed) & 1-1/2" Plate Hem -Fir As := 830.1b CD := 1.6 ZB := As -CD ZB = 13281b ZB' Co Lo'Laa As := As = 14.84 ft Per Bolt vaa Step 4. Shear Wall Summary: Wind Force: Seismic Force: B.P. Nailing Spacing A.B. Spacing Holdown Force: _Holdown Types: vaa -1 Eaa -1 B = 1.81 ft As = 14.84ft HDFaa = 481.3lb NO HOLDOWN — = 89.48 lb ft — = 45.46lb ft p Co Co 16d @ 12" o.c. 5/8" AB. @ 60" o.c. P1-6: 7/16" Sheathing w/ 8d nails @ 6" O.C. Wind Capacity = 339 plf Seismic Capacity = 242 plf *World of Designs $ Engineers* 14-99AE.mcd 2�- Design by: B.T. Residential Group 12/16/2015 PROJECT 10:14 AM LLC. *World of Designs & Engineers* Shear wall line BB: Step 1. Wind analysis on wall Wind loads per foot: WI = 242.18lbft1 WI = 304.11 lbft- Distance between shear wall: Li := 32•ft Shear wall panels: Lbb:= (15 + 6.5 + 13)ft Percent full height sheathing: o (LO—ft 9 9� /o:_).100 10•ft Wind Force: vbb:= (WI + WIE) L1 2 2 Lbb Lbb = 34.5 ft = /0 o 100 Max Opening Height = Oft-Oin, Therefore Co:= 1.00 per IBC Table 2305.3.8.2 vbb = 126.681b ft I vbb = 126.68 lb ft 1 Wind loads per foot Co Step 2. Seismic analvsis on wall Seismic Weight per level: V2E = 10110.75lb Assumed p := 1.0 Bldg Width in direction of Load: Lt := 51•ft V2E LI Seismic Force: Ebb 2 Lbbbb Ebb = 64.361bft 1 Ebb = 64.361bft 1 Seismic loads per foot Co Step 3._Checking Overturning Moment & Holdown on Wall Overturning Moment on Wall: Plate Height: Pt:= 9.0ft Base Plate Nail Spacing (2003 NDS Table11N) Lbb := 6.5•ft OTM := vbb-Lbb-Pt OTM = 7410.5 lb ft 16d Common Nails & 1-1/2" Plate Hem -Fir Dead Load Resisting Overturning: ZN := 122•lb CD := 1.6 Z'N := ZN•CD Z'N = 195.2lb WR := 0.6(15•psf)•8•ft•Lbb + 0.6•(10•psf)•Pt•Lbb B := Z1N B = 1.54 ft Per Nail p vbb p DLRM := WR• Lbb DLRM = 2661.75 Ib ft Anchor Bolt Spacing (2003 NDS Table 11 E1 2 5/8" Dia. Bolt (6" Embed) & 1-1/2" Plate Hem -Fir Holdown Force & Net Uplift: As := 830•lb CD := 1.6 ZB := AS -CD ZB = 13281b HDFbb := OTM — DLRM HDFbb = 730.581b ZB'Co Co Lbb As: As = 10.48 ft Per Bolt vbb Step 4. Shear Wall Summary: Wind Force: Seismic Force: B.P. Nailing Spacing A.B. Spacing Holdown Force: Holdown Types: vbb -1 Ebb -1 B = 1.54 ft As = 10.48 ft HDFbb = 730.58 lb NO HOLDOW N — = 126.68lb ft — = 64.361b ft p Co Co 16d @ 16" o.c. 5/8" AS. @ 60" o.c. P1-6: 7/16" Sheathing w/ 8d nails @ 6" O.C. Wind Capacity = 339 plf Seismic Capacity = 242 plf *World of Designs & Engineers* 14-99AE.mcd 2g Design b5 B.T. Residential Group 12/16/2015 PROJECT : . 10:35 AM LLC. *World of Designs & Engineers* Shear wall line CC: Step 1. Wind analysis on wall Wind loads per foot: Wl = 242.181bft l WIE = 304.11 lbftl Distance between shear wall: Ll := 42•ft Shear wall panels: Lcc:= (6.2 + 4.5.2)ft Lcc = 21 ft Percent full height sheathing: % := (10-ft) 10•ft100 %=100 Max Opening Height = Oft-Oin, Therefore Co:= 1.00 per IBC Table 2305.3.8.2 (WI + W1E) L1 Wind Force: vcc := 2 2 vcc = 273.14 lb ft 1 vcc = 273.14 lb ft 1 Wind loads per foot Lcc Co Step 2. Seismic analvsis on wall Seismic Weight per level: V2E = 10110.75lb Assumed p := 1.0 Bldg Width in direction of Load: Lt := 42•ft V2E L1 0.7p • Lt 2 Seismic Force: Ecc Ecc = 168.51 lb ft ft 1 Step 3. Checking Overtuminq Moment & Holdown on Wall Ecc = 168.51 lb ft Seismic loads per foot Co Overturning Moment on Wall: Plate Height: Pt:= 9.4ft Base Plate Nail Spacing (2003 NDS Table11N) Lcc := 4.5•ft OTM := vcc•Lcc•Pt OTM = 11062.3 lb ft 16d Common Nails & 1-1/2" Plate Hem -Fir Dead Load Resisting Overturning: ZN := 122•lb CD := 1.33 Z'N := ZN•CD Z'N = 162.261b WR := 0.6(15•psf)•2•ft•Lcc + 0.6•(10•psf)•Pt•Lcc Bp := Z1N Bp = 0.59 ft Per Nail vcc DLRM := WR• Loc DLRM = 729lbft Anchor Bolt Spacing (2003 NDS Table 11E) 2 5/8" Dia. Bolt (6" Embed) & 1-1/2" Plate Hem -Fir Holdown Force & Net Uplift: As := 830•lb CD := 1.6 ZB := As -CD ZB = 1328lb HDFcc := OTM — DLRM HDFcc = 2296.291b ZB'Co Co•Lcc As := As = 4.86 ft Per Bolt vcc Step 4. Shear Wall Summary: Wind Force: vcc = 273.14 lb ft 1 Co Seismic Force: Ecc = 168.51 lb ft 1 Co B.P. Nailing Spacing Bp = 0.59 ft 16d @ 6" o.c. P1-6: 7/16" Sheathing w/ 8d nails @ 6" O.C. Wind Capacity = 339 plf Seismic Capacity = 242 plf A.B. Spacing Holdown Force: Holdown Types: As = 4.86ft HDFcc = 2296.291b MST37PER PLAN 5/8" AB. @ 54" o.c. *World of Designs & Engineers* 14-99AE.mcd 2°� Design by: B.T. 12/16/2015 PROJECT: Residential Group 10:14 AM LLC. *World of Designs & Engineers* Shear wall line DD: Step 1. Wind analysis on wall Wind loads per foot: W 1= 242.18 lb ft 1 W 1 E= 304.111b ft 1 Distance between shear wall: L1 := 42•ft Shear wall panels: Ldd := (3.75.2 + 11)ft Percent full height sheathing: a 10•ft 9 9 /o := 100 10•ft Wind Force: vdd := (W1 + W1E) L1 2 2 Ldd Step 2. Seismic analysis on wall Ldd = 18.5 ft = /0 o 100 Max Opening Height = Oft-Oin, Therefore Co:= 1.00 per IBC Table 2305.3.8.2 vdd = 310.05 lb l vdd ft= 310.05 lb ft Wind loads per foot Co Seismic Weight per level: V2E = 10110.75lb Assumed p := 1.0 V2E L1 0.7p• Lt 2 Seismic Force: Edd Ldd Edd = 191.28lbft 1 Step 3. Checking Overtuming Moment & Holdown on Wall Bldg Width in direction of Load: Lt := 42•ft Edd = 191.281bft Seismic loads per foot Ca Overturning Moment on Wall: Plate Height: Pt:= 9.0•ft Base Plate Nail Spacing (2003 NDS Table11N) Ldd := 3.75•ft OTM := vdd-Ldd-Pt OTM = 10464.34lbft 16d Common Nails & 1-1/2" Plate Hem -Fir Dead Load Resisting Overturning: ZN := 122•1b CD := 1.33 Z'N := ZN•CD Z'N = 162.261b WR := 0.6(15•psf)•2•ft•Ldd + 0.6•(10•psf)•Pt•Ldd Bp : d Bp = 0.52 ft Per Nail v DLRM := WR• Ldd2 DLRM = 506.25lb ft Holdown Force & Net Uplift: HDFdd:= OTM - DLRM CO-Ldd Step 4. Shear Wall Summary: Anchor Bolt Spacing (2003 NDS Table 11E) 5/8" Dia. Bolt (6" Embed) & 1-1/2" Plate Hem -Fir As := 830•1b HDFdd = 2655.49lb As := ZB'Co vdd Wind Force: Seismic Force: B.P. Nailing SDacin vdd = 310.05lbft 1 Edd B= 0.52 ft = 191.281bft P Co Co 16d @ 6" o.c. P1-4: 7/16" Sheathing w/ 8d nails @ 4" O.C. Wind Capacity = 494 plf Seismic Capacity = 353 plf CD := 1.6 ZB := As•CD ZB = 13281b As = 4.28 ft Per Bolt A.B. Spacing Holdown Force: Holdown Types: As = 4.28 ft HDFdd = 2655.49lb SIMPSON MST37 5/8" A.B. @ 48" o.c. *World of Designs & Engineers* 14-99AE.mcd 310 Design by: B.T. 12/16/2015 PROJECT: Residential Group 10:14 AM LLC. *World of Designs & Engineers* Shear wall line EE: Step 1. Wind analysis on wall Wind loads per foot: W 1 = 242.18 lb ft- Distance between shear wall: LI := 19•ft L2 := 32-ft Shear wall panels: Lee:= (7 + 15)ft Lee = 22ft Percent full height sheathing: o 10•ft o Max Opening Height = Oft-Oin, Therefore Co:= 1.00 9 9� /o := 100 /o = 100 10.ft per IBC Table 2305.3.8.2 W1. Ll + L2 2 Wind Force: vee := vee = 280.71 lb ft 1 vee = 280.71 lb ft 1 Wind loads per foot Lee Co Step 2. Seismic analvsis on wall Seismic Weight per level: V2E = 10110.75lb Seismic Force: Eee 0.7p • V2E LI + L2 — Lt 2 Lee Assumed p := 1.0 Step 3. Checking Overturning Moment & Holdown on Wall Eee = 115.54lbft- 1 Bldg Width in direction of Load: Lt := 71•ft Eee = 115.541bft1 Seismic loads per foot Co Overturning Moment on Wall: Plate Height: Pt:= 9.0 ft Base Plate Nail Spacing (2003 NDS Table11N) Lee := 7-ft OTM := vee•LCe•Pt OTM = 17684.62lb ft 16d Common Nails & 1-1/2" Plate Hem -Fir Dead Load Resisting Overturning: ZN := 122•lb CD := 1.33 Z'N := ZN•CD Z'N = 162.26lb WR := 0.6(15•psf)• 12•ft•Lce + 0.6•(10•psf)•Pt•Lee Bp:- Z'N Bp = 0.58 ft Per Nail vee DLRM := WR• L2 e DLRM = 3969 lb ft Holdown Force & Net Uplift: OTM - DLRM HDFee := HDFee = 1959.371b Anchor Bolt Spacing (2003 NDS Table 11E) 5/8" Dia. Bolt (6" Embed) & 1-1/2" Plate Hem -Fir As := 830•1b CD := 1.6 ZB := As•CD ZB = 13281b k-o'Lee As := ZB Co As - 4.73 ft Per Bolt vee Step 4. Shear Wall Summary: Wind Force: vee _ 280.71 lbft1 Co Seismic Force: Eee = 115.541b ft 1 Co B.P. Nailing Spacing Bp - 0.58 ft 16d @ 6" o.c. P1-4: 7/16" Sheathing w/ 8d nails @ 4" O.C. Wind Capacity= 494 plf Seismic Capacity = 353 plf A.B. Spacing Holdown Force: Holdown Types: As = 4.73 ft HDFee = 1959.371b Simpson MSTC28 5/8" AB. @ W' o.c. *World of Designs & Engineers* 14-99AE.mcd �I I q I MAIN FLOOR PLAN (DE Wp q S dL4 ��21 Design by: B.T. 12/16/20 5 PROJECT : - Residential Group LLC. *World of Designs & Engineers* Shear wall line A: Step 1. Wind analysis on wall Wind loads per foot: W2 = 171.41 lbft- l W2E = 215.64lbft- Distance between shear wall: L1 := 19•ft Shear wall panels: La := (6.2 + 5.5.2)ft La = 23 ft Percent full height sheathing: % :__ 23•ft 100 % = 65.71 Max Opening Height = Oft-Oin, Therefore Co:= 0.65 35•ft) per IBC Table 2305.3.8.2 +W ) L1 2E vaa•Laa + W2 •- Wind Force: va:= 2 2 va = 192.751b ft 1 va = 296.54 lb ft 1 Wind loads per foot La Co Step 2. Seismic analysis on wall Seismic Weight per level: VIE = 7628.99lb Assumed p := 1.0 Bldg Width in direction of Load: Lt := 51•ft Seismic Force: Ea Eaa•Laa + 0.7p•VIE L1- • - Lt 2 La E Ea= 100.57lbft 1 a = 154.72lbft 1 Seismic loads perfoot Co Step 3. Checking Overturning Moment & Holdown on Wall Overturning Moment on Wall: Plate Height: Pt:= 10.0ft Base Plate Nail Spacing (2003 NDS Table11N) La := 5.5•ft OTM := va-La-Pt OTM = 10601.43 lb ft 16d Common Nails & 1-1/2" Plate Hem -Fir Dead Load Resisting Overturning: ZN := 122•lb CD := 1.33 Z'N := ZN•CD Z'N = 162.26lb Z�N W 0.6 p) a ( p) a ( p) a Per Nail R :_ (15• sf •2•ft•L + 0.6. 10• sf •Pt•2•L + 0.6 12• sf • 1.33•ft•L Bp :_ - Bp = 0.84 ft va La DLRM:= W. 2 DLRM = 2232.091bft Anchor Bolt Spacing (2003 NDS Table 11E) Holdown Force &Net Uplift: 5/8" Dia. Bolt (6" Embed) & 1-1/2" Plate Hem -Fir _ OTM - DLRM As := 830•lb CD := 1.6 ZB := AS -CD ZB = 13281b HDFa := HDFa = 2341.08lb ZB•Co Co•La As := As = 4.48 ft Per Bolt va Step 4. Shear Wall Summary: Wind Force: Seismic Force: B.P. Nailina Spacing A.B. Spacing Holdown Force: Holdown Types: va . As = 4.48 ft HDFa = 2341.081b PER PLAN = 296.541b ft 1 E a 154.721b ft p -] B = 084 ft = Co Co 16d @ 8" o.c. 5/8" AB. @ 48" o.c. P1-4: 7/16" Sheathing w/ 8d nails @ 4" O.C. Wind Capacity = 494 pif Seismic Capacity = 353 plf *World of Designs & Engineers* 14-99AE.mcd Design by: B.T. 12/16/2015 PROJECT: Residential Group 10:14 AM LLC. *World of Designs & Engineers* Shear wall line B: Step 1. Wind analysis on wall Wind loads per foot: W2 = 171.41 lbft 1 W2E= 215.641bft1 Distance between shear wall: LI := 32•ft Shear wall panels: Lb := (15 + 5)ft Percent full height sheathing: ° 10•ft 9 9� /o := 100 I 10•ft vbb•Lbb + (W2 + W2E) LI Wind Force: vb := 2 2 Lb Step 2. Seismic analvsis on wall Seismic Weight per level: VIE = 7628.99lb Seismic Force: Eb:= Ebb•Lbb + 0.7p• VIE —•L1 — Lt 2 Lb Lb = 20 ft = 100 Max Opening Height = Oft-Oin, Therefore Co:= 1.00 per IBC Table 2305.3.8.2 vb = 373.33 lb 1 vb ft = 373.33 lb ft 1 Wind loads per foot Co Assumed p := 1.0 Bldg Width in direction of Load: Lt := 51•ft E Eb = 194.791b I b = 194.79lb ft I ft Seismic loads per foot Co Step 3. Checking Overturning Moment & Holdown on Wall Overturning Moment on Wall: Plate Height: Pt:= 10.4ft Base Plate Nail Spacing (2003 NDS Table11N) Lb := 5-ft OTM := vb•Lb•Pt OTM = 18666.63lb ft 16d Common Nails & 1-1/2" Plate Hem -Fir Dead Load Resisting Overturning: ZN := 122•1b CD := 1.6 Z'N := ZN•CD Z'N = 195.2lb Z' WR := 0.6(15•psf)• 14•ft•Lb + 0.6•(10•psf)•Pt•2•Lb + 0.6(12•psf)• 1•ft•Lb Bp := N Bp = 0.52 ft Per Nail vb Lb DLRM := W. 2 DLRM = 31651bft _Anchor Bolt Spacing (2003 NDS Table 11E) 5/8" Dia. Bolt (6" Embed) & 1-1/2" Plate Hem -Fir Holdown Force & Net Uplift: As := 830•lb CD := 1.6 ZB := As -CD ZB = 13281b HDFb := OTM — DLRM HDFb = 3100.331b ZB'Co Co -Lb As := As = 3.56 ft Per Bolt vb Step 4. Shear Wall Summary: Wind Force: Seismic Force: B.P. Nailinq Spacina A.B. Spacing Holdown Force: Holdown Types: vb -1 Eb -1 B = 0.52 ft As = 3.56 ft HDFb = 3100.33 lb Simpson — = 373.33lbft — = 194.791bft p STHD14RJ CO CO PER PLAN 16d @ 6" o.c. 5/8" A.B. @ 42" o.c. P1-4: 7/16" Sheathing w/ 8d nails @ 4" O.C. Wind Capacity = 494 plf Seismic Capacity = 353 plf *World of Designs & Engineers* 14-99AE.mcd 3� Design b5 B.T. Residential Group 12/16/2015 PROJECT 10:35 AM LLC. *World of Designs & Engineers* Shear wall line C: Step 1. Wind analysis on wall Wind loads per foot: W2 = 171.41 lbft I W2E = 215.641bft- Distance between shear wall: Ll := 31•ft Shear wall panels: Lc := (5 + 9.5 + 3.75)ft Lc = 18.25 ft Percent full height sheathing: a:= 100 /o 10-ft o =100 Max Opening Height = Oft-Oin, Therefore Co:= 1.00 9 9� /o (10-ft) per IBC Table 2305.3.8.2 vcc-Lcc + (W2 + W2E) L1 •— Wind Force: vc:= Lc Step 2. Seismic analvsis on wall 2 2 -1 Seismic Weight per level: VIE = 7628.991b Seismic Force: Ec:= Ecc•Lcc + 0.7p• VIE L1 Lt 2 Lc vc = 478.66lbft vc = 478.66lbft- 1 Wind loads per foot Co Assumed p := 1.0 Bldg Width in direction of Load: Lt := 44•ft E EC = 296.99]bft 1 c = 296.99lbftI Seismic loads per foot Co Step 3. Checkinq Overtuminq Moment & Holdown on Wall Overturning Moment on Wall: Plate Height: Pt:= 10.oft Base Plate Nail Spacing (2003 NDS Table11N) Lc:- 3-ft OTM := vc•Lc•Pt OTM = 14359.9lbft 16d Common Nails & 1-1/2" Plate Hem -Fir Dead Load Resisting Overturning: ZN := 122•Ib CD := 1.33 Z'N := ZN•CD Z'N = 162.261b WR := 0.6(15.psf)•2-ft•Lc + 0.6•(10-psf)•Pt.2•Lc + 0.6(12•psf)• 10•ft•Lc Bp := Z1N Bp = 0.34 ft Per Nail vc Lc DLRM := WR•— DLRM = 945 ]bft Anchor Bolt Spacing (2003 NDS Table 11 E) 2 5/8" Dia. Bolt (6" Embed) & 1-1/2" Plate Hem -Fir Holdown Force & Net Uplift: OTM - DLRM As := 830•1b CD := 1.6 ZB := As -CD ZB = 13281b HDFc := HDFc = 4471.631b ZB'Co Co•Lc As := As = 2.77 ft Per Bolt vc Step 4. Shear Wall Summary: Wind Force: Seismic Force: B.P. Nailino Soacin E vc _ 478 661b ft I c = 296.991b ft 1 Bp = 0.34 ft Co Co 16d @ 4" o.c. P1-3: 7/16" Sheathing w/ 8d nails @ 3" O.C. Wind Capacity = 638 plf Seismic Capacity = 456 pif A.B. Spacing Holdown Force: Holdown Types: As = 2.77 ft HDFc = 4471.63 lb STHD14RJ/ STHD14 5/8" AB. @ 30" o.c. *World of Designs & Engineers* 14-99AE.mcd 35 Design by: B.T. Residential Group 12/16/2015 PROJECT 10:14 AM - LLC. *World of Designs & Engineers* Shear wall line D: Step 1. Wind analysis on wall Wind loads per foot: W2 = 171.41 lb ft 1 W2E = 215.64lb ft 1 Distance between shear wall: L1 := 17•ft Shear wall panels: Ld:= (3.75.2 + 1.5.2)ft Ld = 10.5 ft Percent full height sheathing: % := C 10•ft1.100 % = 100 Wind Force: vd:= 10•ft / vdd•Ldd + `W2 + W2E) Ll Ld Step 2. Seismic analysis on wall Max Opening Height = Oft-Oin, Therefore Co:= 1.00 per IBC Table 2305.3.8.2 vd = 702.95 Ion vd = 702.95 lb ft 1 Wind loads per foot Co Seismic Weight per level: VI E = 7628.99lb Assumed p := 1.0 Bldg Width in direction of Load: Lt := 44•ft E Ldd + 0.7 VIE L1 dd' P' Lt 2 _1 Ed Seismic Force: Ed := Ld Ed = 435.28lbft = 435.28lbft 1 Seismic loads per foot 0 Step 3. Checking Overturninq Moment & Holdown on Wall Overturning Moment on Wall: Plate Height: Pt:= 10.0ft Base Plate Nail Spacing (2003 NDS Table11N) Ld := 3.75•ft OTM := vd-Ld-Pt OTM = 26360.541bft. 16d Common Nails & 1-1/2" Plate Hem -Fir Dead Load Resisting Overturning: ZN := 122•lb CD := 1.33 Z'N := ZN•CD Z'N = 162.261b WR := 0.6(15•psf)•2•ft•Ld + 0.6•(10•psf)•Pt•2•Ld + 0.6(12•psf)•10•ft•Ld Bp := Zd Bp = 0.23 ft Per Nail Ld DLRM:= WR• 2 DLRM = 1476.56lbft Anchor Bolt Spacing 12003 NDS Table 11E) 5/8" Dia. Bolt (6" Embed) & 1-1/2" Plate Hem -Fir Holdown Force & Net Uplift: OTM - DLRM As := 1030•lb CD := 1.6 ZB := A, -CD ZB = 16481b HDFd := HDFd = 6635.73 lb ZB'Co CO-Ld As := As = 2.34 ft Per Bolt vd Step 4. Shear Wall Summary: Wind Force: Seismic Force: B.P. Nailing Spacing vd = 702.951bft1 Ed = 435.281bft] Bp = 0.23 ft Co Co 16d @ 2.5" o.c. P1-2: 7/16" Sheathing w/ 8d nails @ 2" O.C. Wind Capacity = 838 plf Seismic Capacity = 595 plf A.B. Spacing Holdown Force: Holdown Types: As = 2.34 ft HDFd = 6635.731b SimpsonHDU8 5/8" Q.B. @ 24" o.c. *World of Designs & Engineers* 14-99AE.mcd 3Ce V ' 6 i Design, by: B.T. Residential Group 12/16/2015 PROJECT : . 10:14 AM LLC. *World of Designs & Engineers* Shear wall line E: Step 1. Wind analysis on wall Wind loads per foot: W2 = 171.411bft- I Distance between shear wall: LI := 19-ft L2 := 32•ft Shear wall panels: Le := (19 + 12 + 7)ft Le = 38 ft Percent full height sheathing: 10•ft 10•ft Wind Force: ve := vee•Lee + W2• LI+L2 2 Le Step 2. Seismic analvsis on wall Max Opening Height = Oft-Oin, Therefore Co := 1.00 per IBC Table 2305.3.8.2 ve = 277.54 lb ft I Ve = 277.54 lb ft I Wind loads per foot Co Seismic Weight per level: VIE = 7628.99lb Assumed p := 1.0 Bldg Width in direction of Load: Lt := 51-ft VIE L 1 + L2 Eee Lee + 0.7p • Seismic Force: E Lt 2 _1 Ee _I e = Le Ee= 137.161bft = 137.161bft Seismic loads per foot co Step 3. Checking Overtuminq Moment & Holdown on Wall Overturning Moment on Wall: Plate Height: Pt:= 10.0ft Base Plate Nail Spacing (2003 NDS Table11N) Le:= 7-ft OTM := ve-Le-Pt OTM = 19427.631bft 16d Common Nails & 1-1/2" Plate Hem -Fir Dead Load Resisting Overturning: ZN := 122•lb CD := 1.33 Z'N := ZN•CD Z'N = 162.26lb WR:=0.6(15•psf)•8•ft•Le+0.6-(10•psf)-Pt•2•Le+0.6(12•psf)•I-ft•Le Bp.= Z1N Bp=0.58ft Per Nail ve Le DLRM := WR• 2 DLRM = 4880.4lb ft Holdown Force & Net Uplift: HDFe := OTM - DLRM HDFe = 2078.181b Anchor Bolt Spacing12003 NDS Table 11E 5/8" Dia. Bolt (6" Embed) & 1-1/2" Plate Hem -Fir As := 830•1b CD := 1.6 ZB := As•CD ZB = 13281b ZB Co ',o'ue As := As = 4.78 n Per Bolt ve Step 4. Shear Wall Summary: Wind Force: ve _ 277.54 lb ftt1 Co Seismic Force: Ee = 137.161bft1 Co B.P. Nailing Spacing Bp = 0.58 ft 16d @ 6" o.c. P1-4: 7/16" Sheathing w/ 8d nails @ 4" O.C. Wind Capacity = 494 plf Seismic Capacity = 353 plf A.B. Spacing Holdown Force: Holdown Types: As = 4.78 ft HDFe = 2078.181b STHD14RJPER PLAN 5/8" AB. @ 54" o.c. *World of Designs & Engineers* 14-99AE.mcd a , . Design b5 B.T. Residential Group 12/16/2015 PROJECT 10:14 AM LLC. *World of Designs & Engineers* Shear wall line F: Step 1. Wind analysis on wall Wind loads per foot: W2 = 171.41 lbftl Distance between shear wall: L1:= 29•ft L2 := 17•ft Shear wall panels: Lf := (12)ft Lf = 12 ft Percent full height sheathing: o:= 100 /o 10•ft o =100 Max Opening Height = Oft-Oin, Therefore Co:= 1.00 9 9� /o (10-ft) per IBC Table 2305.3.8.2 W 2 L1 + L2 Wind Force: of := 2 of = 328.53lbft I of = 328.53lbft l Wind loads per foot Lf Co Step 2. Seismic analysis on wall Seismic Weight per level: V2E = 10110.75lb Seismic Force: Ef := 0.7p• VIE L1 + L2 —• Lt 2 Lf Assumed p := 1.0 Bldg Width in direction of Load: Lt := 44-ft Ef = 232.63lbft I Ef — = 232.631bft I Seismic loads per foot 0 Step 3. Checking Overtuminq Moment & Holdown on Wall Overturning Moment on Wall: Plate Height: Pt:= 10.0ft Base Plate Nail Spacing (2003 NDS Table1lN) Lf:= 12•ft OTM := vf•Lf-Pt OTM = 39423.311bft 16d Common Nails & 1-1/2" Plate Hem -Fir Dead Load Resisting Overturning: ZN := 122.1b CD := 1.33 Z'N := ZN•CD Z'N = 162.26lb WR:= 0.6(15•psf)-8•ft-Lf+0.6•(10-psf)•Pt•Lf B := Z'N B =0.49ft Per Nail p of p Lf DLRM:= WR•— DLRM = 95041bft Anchor Bolt Spacing (2003 NDS Table 11E) 2 5/8" Dia. Bolt (6" Embed) & 1-1/2" Plate Hem -Fir Holdown Force & Net Uplift: OTM — DLRM As := 830.1b CD := 1.6 ZB := As -CD Zg = 13281b HDFf := HDFf = 2493.28 lb ZB'Co CO-Lf As := As = 4.04ft Per Bolt of Step 4. Shear Wall Summary: Wind Force: Seismic Force: B.P. Nailing Spacing A.B. Spacing Holdown Force: Holdown Types: of -1 Ef -I B = 0.49 ft As = 4.04 ft HDFf = 2493.28 lb SIMPSON — = 328.531bft — = 232.63lbft p STHD10RJ Co Co 16d @ 6" o.c. 5/8" A B. @ 48" o.c. P14: 7/16" Sheathing w/ 8d nails @ 4" O.C. Wind Capacity = 494 plf Seismic Capacity = 353 plf *World of Designs & Engineers* 14-99AE.mcd Jg GEOTECHNICAL ENGINEERING STUDY COFiRE�TION LTR#.�Z��--•- PROPOSED RESIDENCES 40XX SOUTH 126TH STREET TUKWILA, WASHINGTON G-3736 Prepared for: Mr. Tien Le 205 South 112`h Street Seattle, Washington 98168 October 3, 2014 blS-DD.Zy Prepared by: GEO Group Northwest, Inc. 13240 NE 201h Street, Suite 10 Bellevue, Washington 98005 Phone: (425) 649-8757 / Fax: (425) 649-.8758 REVI WED FOR CODE COMPLIANCE APPROVED APR 19 2016 City of TukvAla BUILDING DIVISION Geotechnical Engineers, Geologists Ell 1 Group Northwest,Inc. & Environmental Scientists October 3, 2014 Mr. Tien Le 205 South 112'h Street Seattle, Washington 98168 Subject: Geotechnical Engineering Study Proposed Residences 40XX South 126`h Street Tukwila, Washington Dear Mr. Le: G — 3736 GEO Group Northwest has completed a geotechnical engineering study of the above -subject property (the project site) in Tukwila, Washington, and has prepared this report of our activities, findings, and recommendations. We understand that the five lots that comprise the property are to be developed with two- or three-story, light -frame, single-family residences. SITE DESCRIPTION The project site is located at the southeast corner of the intersection of South 126`h Street and 40`h Avenue South in a residential neighborhood in Tukwila, Washington. The site location is illustrated in Plate 1— Site Location Map. The site is irregular in shape and is approximately 1.04 acres in size. Five lots comprise the site; these lots are identified as Lot 1 through Lot 5 in this report and as illustrated in Plate 2 — Site Plan. At the time of our study, much of the site appeared to have recently been re -graded which involved the placement of fills. Lot 1 had a slope downward to the south which was gentle to moderate except along the south margin of the site where it had been formed to approximately 1H:1V (Horizontal: Vertical). Lot 2 had a gentle south -facing slope on its northern part, and a 13240 NE 20th Street, Suite 10 Bellevue, Washington 98005 Phone 425/649-8757 Fax 425/649-8758 October 3, 2014 G-3736 Mr. Tien Le Page 2 moderate west -facing slope on its southern part. Lots 3 to 5 typically had gentle slopes that faced toward the west and southwest. GEOLOGIC OVERVIEW Based on a review of the geologic map of the area (Preliminary Geologic Map of Seattle and Vicinity, Washington, U.S. Geological Survey Miscellaneous Geologic Investigations Map I-354, published 1962), surface soils at the site location are reported to consist of glacial till deposits from the Fraser glaciation. These deposits typically consist of very dense, unsorted mixtures of sand, silt, gravel, and cobbles that were directly overridden and over -consolidated by the Puget Lobe glacier. SUBSURFACE INVESTIGATION A geologist from GEO Group Northwest, Inc. monitored the excavation of nine test pits on the site on September 3, 2014. The test pits were excavated using a small backhoe operated by you. The backhoe had a maximum excavation reach of approximately 8 feet. The locations of the test pits are shown on Plate 2 — Site Plan. We collected samples of the soils that were encountered during excavation. These samples were used for logging purposes, and were tested for moisture content at our office. In general, the soils encountered in test pits consisted of various uncontrolled fills including apparent demolition debris, underlain with topsoils and loose to dense, native soils of varied character including alluvium/outwash and glacial till. Fill thicknesses in the test pits ranged between approximately 1.5 and 7 feet with the greatest thickness found in test pits TP-3 through TP-7 on Lots 2, 3, and 4. Fills with large -size demolition debris were found in test pits TP-3 and TP-4. Fills with substantial organics were found in test pit TP-5. Native soils encountered in the test pits typically consisted of weakly stratified or non -stratified silty sand and lesser sandy silt or nearly clean sand, usually with gravel. These soils typically were loose to medium dense in their upper few feet of thickness and commonly were weathered and rooted. The character of the native soils typically became relatively less weathered and rooted and more compact with increasing depth. Dense, lightly -weathered glacial till soils were reached in test pits TP-1 and TP-2 on Lot 1, in test pit TP-5 on the south part of Lot 3, in test pits GEO Group Northwest, Inc. October 3, 2014 G-3736 Mr. Tien Le Page 3 TP-7 and TP-8 on Lot 4, and in test pit TP-9 on Lot 5. In the other test pits, dense lightly - weathered glacial till soils were not reached; but medium dense weathered, glacial till JP-3 and TP-4) or apparent outwash / alluvial soils (TP-6) were found at the bottoms of the test pit excavations. Groundwater or water seepage was not encountered in the test pits during our activities. The test pit logs and a soil classification description are presented in Appendix A. The depth to competent, medium dense or dense native soils in the test pits ranged between approximately 3.5 and 8 feet in the test pits, with the greatest depths found in test pits TP-6 , TP-7, and TP-8 on Lots 3 and 4. The depths to these soils in each of the test pits are summarized in the table below. Summary of Encountered Soil Conditions Test Pit No. Location Fill Thickness (feet) Depth to Competent Native Soils (feet) TP-1 Lot 1— East 1.5 3.5 TP-2 Lot 1 — West 4 6.5 TP-3 Lot 2 — North 5.5 6.5 TP-4 Lot 2 — South 6 6 TP-5 Lot 3 — South 5.5 5.5 TP-6 Lot 3 — North 6.5 7 TP-7 Lot 4 — North 7 8 TP-8 Lot 4 — South 3.5 7.5 TP-9 Lot 5 — Middle 2 4.5 Note: Thicknesses and depths are approximate. RECOMMENDATIONS Earthwork Site Preparation and Maintenance Structural surfaces, including building areas, sidewalks, patios, and pavements, should be stripped and cleared of surface vegetation and topsoils. These materials should be discarded or GEO Group Northwest, Inc. October 3, 2014 G-3736 Mr. Tien Le Page 4 used for landscaping purposes; they should not be re -used as fills below these structures or improvements. During wet weather, exposed slopes should be covered with plastic sheeting to minimize sloughing and erosion. Runoff from extensive areas of sheeting should be directed to locations or facilities that can handle the water without causing subgrade softening or soil erosion. Selected temporary erosion and sediment control (TESC) measures should be implemented at the beginning of site work. We recommend these measures include installing silt fencing along the south, east, and west margins of the site. We also recommend that a construction entrance be built and maintained during earthwork to minimize off -site tracking of soil and to mitigate damage to the soil subgrade caused by construction traffic. We recommend that the construction entrance consist of a minimum 12-inch thickness of quarry spall rock placed on top of a layer of woven geotextile fabric, such as Mirafi 50OX or equivalent. The site soils are very compact at depth and typically contain appreciable proportions of silt, which will result in poor infiltration and drainage of surface water during construction. The selected TESC measures should include means for controlling and managing stormwater during construction. We anticipate that water seepage from excavations on site will be limited and can be managed by using standard sump pumps and hoses. Excavation and Slopes We anticipate that excavations with depths of up to approximately 8 feet may be required to reach competent bearing soils or building floor elevations for the proposed residences. We recommend that temporary excavations exceeding a depth of four feet be sloped at inclinations not steeper than 1H:1V (Horizontal: Vertical), unless otherwise observed and approved by the geotechnical engineer during construction. If significant water seepage or other potentially adverse conditions (e.g., uncontrolled fills, raveling soils) are encountered during excavation, excavation slopes should be reduced in steepness to achieve a stable configuration. We recommend the geotechnical engineer be contacted to evaluate the situation and provide recommendations on how to proceed. If adequate space is not available to complete excavations as unsupported cuts that conform to our recommendations, we should be consulted to evaluate if excavation support using shoring or other means is needed. GEO Group Northwest, Inc. October 3, 2014 G-3736 Mr. Tien Le Page 5 Permanent unsupported cuts should be sloped no steeper than 2H:1V in areas where no potentially adverse conditions (e.g., uncontrolled fills, raveling soils, or water seepage) are present. If potentially adverse conditions are encountered, the geotechnical engineer should evaluate the situation and provide recommendations for appropriate permanent cut slopes. Structural Fill Structural fill is defined as fill material placed below buildings, patios, sidewalks, pavements, or other structures achieve design site elevations. All fill material used to achieve design site elevations below buildings, patios, sidewalks, pavements, or other structures should meet the requirements for structural fill. At a minimum, structural fill should have the following properties: 1. Be a granular material that is substantially free of silt or clay chunks; 2. Be free of organic material, debris, and other deleterious substances; and 3. Have a maximum particle size of six (6) inches in diameter. Soils stockpiled onsite for use as structural fill should be covered with plastic sheeting to prevent rainwater infiltration. During wet weather or under wet conditions we recommend the use of a granular material that has no greater than 5% passing the No. 200 sieve (measured on that portion which passes the 3/4 inch sieve), or using a free -draining gravel or crushed rock material. Structural fill placed below foundation footings and under slab -on -grade concrete floors should be compacted to at least 95 percent of the maximum dry density of the material, as determined by ASTM Procedure D 1557-91 (Modified Proctor test). Structural fill placed under exterior sidewalks, patios, and pavements should be compacted to at least 90 percent of the maximum dry density of the material, except for the top 12 inches which should be compacted to 95 percent of the maximum dry density of the material. The fills and native soils encountered in the test pits completed for this study typically consist of mixtures of silt, sand, gravel, and lesser cobbles. The silt content of these soils typically was substantial enough to make them moisture -sensitive with regard to their ability to be used as GEO Group Northwest, Inc. October 3, 2014 G-3736 Mr. Tien Le Page 6 structural fill. Moisture contents in many of the samples of the fills and the weathered native soils were above typical optimum moisture content required for obtaining successful compaction of these soils as structural fill. The dense, less weathered glacial till soils typically had lower moisture contents that were near or below optimum for compaction purposes. Based on these findings, we anticipate that in many circumstances, the fill soils and native soils at the site will not be suitable for use as structural fill. Select native soils and fill soils might be suitable if their moisture contents are near optimum levels for compaction at the time of use and they are free of unsuitable debris. These soils should be evaluated by the geotechnical engineer soon before they are to be used. Otherwise, we anticipate that importing an acceptable material for use as structural fill will be necessary. Foundations The proposed residences may be supported on conventional spread footings that bear directly on the medium dense to dense, native soils or bear on structural fill or lean -mix concrete that is placed directly on the medium dense to dense native soils. As an alternative to over -excavation and placement of structural fill, small -diameter pipe piles also can be used to support the buildings. These options are described in the following sections. The depths to soils that are suitable for supporting typical, light -frame, single-family residences were found to range between approximately 3.5 to 8 feet below the existing ground surface at the time of our investigation. The depth to these soils in unexplored portions of the site may vary from that noted in the test pit logs. We recommend the geotechnical engineer verify the allowable soil bearing conditions in the field at the time of construction. Our recommended design criteria for conventional footing foundations constructed on native soils or structural fill are as follows: Allowable bearing pressure, including all dead and live loads: Medium dense to dense native soil = 2,000 psf Compacted structural fill = 2,000 psf Minimum depth to bottom of perimeter footing below adjacent final exterior grade: = 18 inches GEO Group Northwest, Inc. October 3, 2014 G-3736 Mr. Tien Le Page 7 Minimum depth to bottom of interior footings below top of floor slab: = 12 inches Minimum width of wall footings: = 16 inches Minimum lateral dimension of column footings: = 24 inches Estimated post -construction settlement: = 1/2 inch Estimated post -construction differential settlement across building width: = 1/2 inch A one-third increase in the above allowable bearing pressures can be used when considering short-term transitory wind or seismic loads. Lateral loads can be resisted by friction between the foundation and the supporting compacted fill subgrade or by passive earth pressure acting on the buried portions of the foundations. For the latter, the foundations must be poured "neat" against the existing undisturbed soil or backfilled with a compacted fill meeting the requirements of structural fill. Our recommended design parameters are as follows: Passive Pressure (Lateral Resistance) Coefficient of Friction (Friction Factor) = 350 pcf equivalent fluid weight = 0.35 Building footings can be supported on structural fill if acceptable foundation bearing soils are not present at planned footing subgrade elevations. The unsuitable soils should be over -excavated to reach competent soil under the observation of the geotechnical engineer. The over -excavated area below the footings should extend laterally beyond the footing edges to a distance at least one-half of the depth of the over -excavated area, to properly transfer the building loads to the bearing stratum. As an alternative to granular structural fill, lean -mix concrete or controlled -density fill (CDF) may be placed into near -vertical trenches excavated directly below the footings and at least as wide as the footings. Clean crushed rock or quarry spalls at least 2" in size also may be used instead of concrete or CDF, if they are placed in compacted lifts approximately 18 inches or less in thickness by using a hoe -pack. Trenches that extend below a 1H:1V line projected downward GEO Group Northwest, Inc. October 3, 2014 G-3736 Mr. Tien Le Page 8 from site property lines should be excavated and then backfilled (using CDF, concrete, or rock) in segments not longer than approximately 10 feet while under the observation of the geotechnical engineer. As an alternative to over -excavation near property lines, the footings can be supported on small -diameter pipe piles as described below. Conventional footing foundations along the perimeter of the buildings should have footing drain systems. Our recommendations regarding footing drains are presented below in the Subsurface Drainage section of this report. Small -Diameter Pipe Piles Building footings for the proposed development can be supported on small -diameter steel pipe piles which are driven using a jackhammer or hydraulic hammer. The piles are driven until condition is reached where the resistance of the subsurface soils sufficiently retards or terminates the advancement of the pile; this condition commonly is called "refusal". Based on the findings from our subsurface investigation, we estimate that pipe pile installation depths at the site may reach approximately 15 feet below existing grade into the native soils. The soil conditions at the site are not significantly corrosive, and as a result, we conclude that the piles can consist of non -galvanized pipe. The depth at which refusal is achieved is dependent upon the type of pipe and driving hammer that are used, and the characteristics of the subsurface soils that the pile encounters. The following table presents design criteria for commonly -available combinations of driving hammers and pipe sizes. The following capacities include a factor of safety of 2. Pipe Pile Design Criteria Pipe Diameter Pipe Wall Thickness Hammer Weight Class Hammer Type Refusal Criteria* Allowable Capacity 2 inch Schedule 80 90 pound jackhammer 60 sec/inch 3 tons 2 inch Schedule 80 140 pound jackhammer 60 sec/inch 3 tons 3 inch Schedule 40 650 pound TB225t 12 sec/inch 6 tons 3 inch Schedule 40 850 pound TB325t 10 sec/inch 6 tons GEO Group Northwest, Inc. October 3, 2014 G-3736 Mr. Tien Le Page 9 4 inch Schedule 40 850 pound TB325t 16 sec/inch 10 tons 4 inch Schedule 40 1100 pound TB425t 10 sec/inch 10 tons 6 inch Schedule 40 2000 pound TB725t 12 sec/inch 15 tons * = Maximum penetration rate to be sustained through at least 3 time cycles of continuous driving. t = Teledyne hydraulic hammer model number, or equivalent. We estimate that the maximum settlement of the pipe piles should be one -quarter (1/4) inch or less. No reduction in the pile capacities is required if the pile spacing is at least three times the pile diameter; otherwise, the capacities should be re-evaluated to account for group effects. A one-third increase in the above allowable pile capacities can be used when considering short-term transitory wind or seismic loads. By themselves, pipe piles do not generate lateral capacities. Lateral forces can be resisted by the passive earth pressures acting against the sides of footings or grade beams or by friction between these elements and the subgrade. To fully mobilize the passive pressure resistance, the footings or grade beams should be poured "neat" against competent native soil or should be backfilled with compacted structural fill. Under such conditions, the footings can be designed for an allowable passive soil pressure of 350 pcf equivalent fluid weight for lateral resistance. A coefficient of friction of 0.35 can be used between the subgrade soils and the footings or grade beams. The performance of pipe piles is dependent on how and to what bearing stratum the piles are installed. Since a completed pile in the ground cannot be observed, it is critical that judgment and experience be used as a basis for determining the driving refusal and acceptability of a pile. Therefore, we recommend that GEO Group Northwest, Inc. be retained to monitor the pile installation operation, collect and interpret installation data and verify suitable bearing stratum. We also suggest that the contractor's equipment and installation procedures be reviewed by us prior to pile installation to help mitigate problems which may delay the progress of the work. Slab -on -Grade Floors Slab -on -grade floors in the basement may be supported on the dense undisturbed site soils or on compacted fill meeting the requirements of structural fill. The geotechnical engineer should GEO Group Northwest, Inc. October 3, 2014 G-3736 Mr. Tien Le Page 10 identify the bearing surface at the time of construction. Structural fill below floor slabs should be compacted to 95% of the materials maximum dry density based on ASTM D 1557 (Modified Proctor). To avoid moisture buildup, slab -on -grade floors should be poured on top of a 6-inch thick capillary break layer. The capillary break should consist of free -draining gravel that has no more than five 5% finer than No. 4 (1/4-inch) sieve, or should be clean crushed rock. We do not recommend using pea gravel for the capillary break layer as it will run and undermine the slab if future trenching is required for repair work. A vapor barrier, such as a 10-mil plastic membrane, should be placed on the capillary break layer to reduce water vapor transmission through the slab. Conventional Basement and Retaining Walls Permanent basement walls restrained horizontally on top are considered unyielding and should be designed for a lateral soil pressure under the at -rest condition; while conventional reinforced concrete walls free to rotate on top should be designed for an active lateral soil pressure. Active Earth Pressure Conventional reinforced concrete walls that are designed to yield an amount equal to 0.002 times the wall height, should be designed to resist the lateral earth pressure imposed by an equivalent fluid with a unit weight of: • 35 pcf for level ground behind the wall, • 50 pcf for ground sloping 2H:1 V behind the wall. At -Rest Earth Pressure Walls supported horizontally by floor slabs are considered unyielding and should be designed for lateral soil pressure under the at -rest condition. The design lateral soil pressure should have an equivalent fluid pressure of: • 45 pcf for level ground behind the wall, • 60 pcf for ground sloping 2H:1 V behind the wall. GEO Group Northwest, Inc. October 3, 2014 G-3736 Mr. Tien Le Page 11 The above values are based on the wall backfill being fully drained. The above values do not include the effects of surcharges imposed by nearby structures. Surcharge loads from nearby traffic can be assumed equivalent to 2 feet of soil having a unit weight of 125 pounds per cubic foot. Passive Earth Pressure and Base Friction The available passive earth pressure that can be mobilized to resist lateral forces may be assumed to be equal to 350 pcf equivalent fluid weight for undisturbed competent soils or structural backfill. Base friction generated between concrete and undisturbed competent soils or structural backfill can be assigned a 0.35 friction coefficient. Wall Drainage and Backfill We recommend that a vertical drain mat, Miradrain 6000 or equivalent, be used in conjunction with a footing drain system to facilitate drainage behind the permanent basement walls. The drain mat core is placed against the basement wall with the filter fabric side facing the backfill. The drain mat extends from the finished surface grade down to the footing drain pipe. A minimum of 18 inches of clean, free -draining, washed rock, crushed rock, or pea gravel should be placed over the PVC pipe in the bottom of the footing drain trench and the drain rock should be protected by wrapping the rock with a non -woven geotextile filter fabric, such as Mirafi 140N, or equal. For the vertical drain mat to function correctly, the backfill soils should be compacted to 90 percent of the material's maximum dry density. If the site soils cannot achieve the specified compaction, then we recommend backfilling with a free draining granular import material. Typical basement wall backfill and drainage details are illustrated in Plate 3 — Typical Basement and Retaining Wall Drainage. Backfill adjacent to basement or conventional retaining walls should be compacted with hand held equipment. Heavy compacting machines should not be allowed within a horizontal distance to the wall equivalent to one half the wall height, unless the walls have been designed to resist the added surcharge. GEO Group Northwest, Inc. October 3, 2014 G-3736 Mr. Tien Le Page 12 Subsurface Drainage Footing drains should be installed alongside the perimeter foundations and basement walls. The drains should consist of a four inch minimum diameter, perforated, rigid PVC drain pipe laid at the bottom of the footing or wall with the perforations facing downward. The drain line should be bedded on, surrounded by, and covered with a washed rock or gravel. The drain rock and pipe also should be wrapped with a layer of durable geotextile fabric. These recommendations are illustrated in Plate 4 — Typical Footing Drain. The footing drain lines should be sloped at sufficient gradient to generate flow and should be tight -lined to an appropriate stormwater discharge location or collection sump system. The subsurface drainage lines should not be connected to roof downspout or other surface drainage lines. ILIMITATIONS This report has been prepared for specific application to this project and for the exclusive use of Mr. Tien Le, and his authorized representatives or agents. Our recommendations are based upon the site conditions observed, the subsurface exploration conducted, engineering analysis, and our experience and engineering judgment. Our conclusions and recommendations are professional opinions derived in a manner consistent with the level of care and skill ordinarily exercised by other members of the profession currently practicing under similar conditions in this area and within the project schedule and budget constraints. No warranty is expressed or implied. In the event that soil conditions are found to vary from those described herein, or the project development plans are substantially modified, GEO Group Northwest, Inc. should be notified and the recommendations herein should be re- evaluated. CLOSING We appreciate the opportunity to provide you with geotechnical services. If you have any questions about this report, or if we can be of further assistance, please call. GEO Group Northwest, Inc. October 3, 2014 G-3736 Mr. Tien Le Page 13 Sincerely, GEO GROUP NORTHWEST, _z �y'a Keith Johnson Project Geologist sed eG KEITH A. JOHNS01A .akp, 2 l*f 2017 Vq, CHA o f W ASyi,�,0 UJ 9 �i0AA4 �o =cu William Chang, P.E. ��F 9FGIS'T Principal Engineer SS/O N A\-� 2-1t9/-A'mg Attachments: Plate 1 - Site Location Map Plate 2 - Site Plan Plate 3 - Typical Footing Drain Plate 4 — Typical Basement and Retaining Wall Drainage Appendix A: Test Pit Logs and Soil Classification Legend GEO Group Northwest, Inc. i,. . 077 r r.} 19tM x� 45 t 5117'TH �Llt'Ilen_ N x ly PROJECT � SITE Lk 1 s P s i1'ao, „r 1 N "TM151' , v k} j'i tom FL off. 81 Source: King County, 2008. SITE LOCATION MAP Group Northwest, Inc. PROPOSED SINGLE-FAMILY RESIDENCES - Geotechnical Engineers, Geologists, & 40XX S. 126TH ST. Environmental Scientists TUKWILA, WASHINGTON SCALE: 1 ° = 2,000' DATE: 9/22/2014 TMADE: KJ CHKD: WC JOB NO: G-3736 PLATE 1 N ICKEF2SON STREET L_L-C SHORT PLAT (FORMERLY KNOWN AS FARNUM SHORT PLAT) SE '1/4, SW 1/4, SEC 10, TWP 23M, FRGE 4E, W•M- i PIPE TROCK TI. RN-AtOUND H%MMER HEAD 0 20 40 (F 1BLIC. 16.8s'. -- '(F J8LIC HORIZON SCALE SEE SHEET S - L — .� ROW CL EXISTING FIRI. \ �y C: NSTRUi- ED FLOW LINE O �tn7r T-Z[- o R=25.0' - 8 EXIST!NG POWER L 4t 0' 1 *00 C) POLE TO REMAIN , EXI AG PIAWER _ .t'-93 8'22" — �26111 e}-�-��• (SEE NOTE 2) _ .. POLE TO R::MAIN +•' _ �ui� f E VOTE 2) .EXISTING ROW (Public) �•. - - — - _ - - - - EXISTING FIRE HYDRANT \� f , s:•. _— `_.f 'zT--E'. .. �-�- __\..� .. - , �- - - - B -- -- - -r- -- - SEE DETAIL 2 j 57,t7 THIS SHEET EX;STINC�`• DEDICATED W LUMINAR I l���n' 132 SF �� M PATER 4 ' 'I EMENT P IITY \E E NT \ LOT 1 SEE GETAIL'i o , f8,592 SF. THIS SHEET Tp.1 TP-3 , TP-6 E 9� TP-T ( VATE . s EASEMENI + 0.151 AC. 3„ MG L....., ..F % tAlEA .� 43.5 SF % 'Q' PROPOSED 46.5 SF ro I 39' �„�) 5 (PUBLIC) 5 DRIVEWAY (TYP) (IIUBLIC) ��, \ 37. . M PROPOSE[ '� I TP-2 LOT 2 I .. LOT 3 I 5 SiDEWA 8.149 S.F. 8,149 S.F. I 6 : a• \� ip d VERTICAL _ a ""°'`�,`''- 0.187 AC. 6,982 S.F. 1— 0.187 AC. -f (SEE SHEET 5) I y 0.151 AC. a C� Ct r 1 t7 Y .. 0 y .-� I 1 4"r d ,F>~✓ C ` BUILDING SETBACK 5 v i I i, I� 5' WATER /�O LINE TYP ' ? _ ' I EASEMENT Am �� �. J`� e Ali. (PRNATt`.: / ^ 5' I NEW ASPHALT \'•_.. ii -- - , (TYP) T 17 I� I �` r TP-9 \ I TP-5 I I Tp8 ,D. 3 I - LOT 5 I 6,557 S.F. .. A; 0.151 AC. 1. ,7f V N R.� i ,! SEE SHEET DRIVEWAY APROFUTURE LOT ACC' a TP-4 i e g.1 20 `------ - 1>: ------------------ I- --�- -------------- - -- - ---- - - - ---- -------------- t--10' STORM EASEMENT (PRIVATE) o _ .. — �,., .... 6• 41 40 I� I SIDEWALK EAS89EMENT I (PUBLIC) LEGEND ' EXPLORATORY TEST PIT EXCAVATION TP-1 (APPROXIMATE LOCATION) Source: Cover Sheet and Site Plan, Short Plat No. 1-09-059, 40XX South 126th St., Tukwila, Washington, by Patrick Harron & Associates, LLC, dated 11/07/11. 0 0 e 0 0 0 0 O 0 WALL BACKFILL O Refer to geotechnical report / for specific recommendations \�� o 0 o 0 O o GEOTEXTILE FILTER FABRIC Nonwoven (Mirafi 140 NL, or 0 0 equivalent) WASHED DRAIN ROCK Bedded entirely around the drain line DRAIN LINE Minimum 4-inch diameter, rigid PVC perforated pipe; lay pipe with sufficient gradient toward discharge NOT TO SCALE NOTES: 1.) Do not replace rigid PVC pipe with flexible corrugated plastic pipe. 2.) Perforated PVC pipe should be tight jointed and laid with perforations oriented downward. The pipe should be gently sloped to provide flow toward the tightline or discharge location. 3.) Do not connect other drain lines into the footing drain system. 4.) Backfill should meet structural fill specifications if it will support driveways, sidewalks, patios, or other structures. Refer to the geotechnical engineering report for structural fill recommendations. Group Northwest, Inc. _ Geotechnical Engineers, Geologists, & Environmental Scientists SCALE NONE DATE 10/2/2014 MADE KJ TYPICAL BASEMENT AND RETAINING WALL DRAINAGE PROPOSED RESIDENCES 40XX SOUTH 126TH STREET TUKWILA, WASHINGTON CHKD WC JOB NO. G-3736 PLATE 3 TYPICAL FOOTING DRAIN Compacted soil general backfill, or structural fill where applicable (refe, to notes below) Non -woven geotextile filter fabric (Mirafi 1 NL, or equivalent) Washed drain rock Minimum 4-inch diameter slotted or perforated PVC pipe (perforations facing down); lay pipe with sufficient gradient toward discharge Slope the surface to drain away from the wall J�V�J�u/�V�J�NNHN � �N V�NNNNv/�N V�NJ�NNNN NOT TO SCALE NOTES: 1.) Perforated or slotted rigid PVC pipe should be tight jointed and laid with perforations or slots down, and with positive gradient toward discharge location(s). The pipe should be placed at or slightly above the elevation of the bottom of the footing. Do not replace rigid PVC pipe with flexible corrugated plastic pipe. 2.) Do not connect other drainage lines to the footing drain lines. Drain line cleanouts should be installed at appropriate locations to allow inspection and maintenance of the lines after construction. 3.) If the backfill will support sidewalks, driveways, patios, or other structures, it should be compacted to at least 90% of its maximum dry density based on the Modified Proctor test method, except that the top 12 inches of the backfill should be compacted to at least 95% of the maximum dry density. 4.) The geotextile filter fabric should be placed around the drain rock as shown, and not wrapped directly around the pipe. Group Northwest, Inc. _ Geotechnical Engineers, Geobgists, & Environmental Scientists TYPICAL FOOTING DRAIN PROPOSED RESIDENCES 40XX SOUTH 126TH STREET TUKWILA, WASHINGTON SCALE: NONE I DATE: 10/2/2014 1 MADE: KJ CHKD: WC I JOB NO. G-3736 I PLATE 4 APPENDIX A G-3736 TEST PIT LOGS AND SOIL CLASSIFICATION LEGEND GEO Group Northwest, Inc. LEGEND FOR SOIL CLASSIFICATION AND PENETRATION TEST DATA UNIFIED SOIL CLASSIFICATION SYSTEM (USCS) MAJOR DIVISION GROUP TYPICAL DESCRIPTION LABORATORY CLASSIFICATION CRITERIA SYMBOL CLEAN GRAVELS GRAVELS (little or no COARSE- (More Than Half fines) AINED SOILS Coarse Fraction is Larger Than No. 4 Sieve) DIRTY GRAVELS (with some fines) SANDS CLEAN SANDS (More Than Half More Than Half Coarse Fraction is (little or no by Weight Larger Smaller Than No. fines) Than No. 200 4 Sieve) Sieve DIRTY SANDS (with some fines) SILTS Liquid Limit (Below A -Line on < 50% Plasticity Chart, Liquid Limit FINE-GRAINED Negligible SOILS Organics) > 50% CLAYS Liquid Limit (Above A -Line on < 50% Plasticity Chart, Liquid Limit Negligible Organics) > 50% Less Than Half by Weight Larger Liquid Limit Than No. 200 ORGANIC SILTS < 50% Sieve & CLAYS (Below A -Line on Plasticity Chart) Liquid Limit > 50% HIGHLY ORGANIC SOILS GW WELL GRADED GRAVELS, GRAVEL -SAND MIXTURE, LITTLE OR NO FINES CONTENT OF FINES BELOW GP POORLY GRADED GRAVELS, AND GRAVEL -SAND 5% MIXTURES LITTLE OR NO FINES GM SILTY GRAVELS, GRAVEL -SAND -SILT MIXTURES CONTENT OF FINES EXCEEDS CLAYEY GRAVELS GRAVEL -SAND -CLAY 12% "C MIXTURES SW WELL GRADED SANDS, GRAVELLY SANDS, LITTLE OR NO FINES CONTENT OF FINES BELOW SP POORLY GRADED SANDS, GRAVELLY SANDS, 5% LITTLE OR NO FINES SM Sc MIL MH CL CH OL OH Pt SOIL PARTICLE SIZE U.S. STANDARD SIEVE FRACTION Passing Retained Sieve Sieve (MM) (MM) SILT / CLAY #200 0.075 SAND FINE #40 0.425 #200 0.075 MEDIUM #10 2.00 #40 0.425 COARSE #4 4.75 #10 2.00 GRAVEL FINE 0.75' 19 #4 4.75 COARSE 3' 76 0.75' 19 COBBLES 76 mm to 203 mm BOULDERS > 203 mm ROCK FRAGMENTS > 76 mm ROCK >0.76 cubic meter in volume SILTY SANDS, SAND -SILT MIXTURES CONTENT OF FINES EXCEEDSI2% CLAYEY SANDS, SAND -CLAY MIXTURES INORGANIC SILTS, ROCK FLOUR, SANDY SILTS OF SLIGHT PLASTICITY INORGANIC SILTS, MICACEOUS OR 50 DIATOMACEOUS, FINE SANDY OR SILTY SOIL INORGANIC CLAYS OF LOW PLASTICITY, 0 X 40 GRAVELLY, SANDY, OR SILTY CLAYS, CLEAN tL CLAYS Z INORGANIC CLAYS OF HIGH PLASTICITY, FAT 30 CLAYS U (n 20 ORGANIC SILTS AND ORGANIC SILTY CLAYS OF LOW PLASTICITY a 10 7 ORGANIC CLAYS OF HIGH PLASTICITY 4- 0 , Cu = (D60 / D10) greater than 4 Cc = (D30)2 / (D10 - D60) between 1 and 3 CLEAN GRAVELS NOT MEETING ABOVE REQUIREMENTS GM: ATTERBERG LIMITS BELOW 'A' LINE. or P.I. LESS THAN 4 GC: ATTERBERG LIMITS ABOVE *A* LINE. or P.I. MORE THAN 7 Cu = (D60 / D10) greater than 6 Cc = (D30)2 / (D10 - D60) between 1 and 3 CLEAN SANDS NOT MEETING ABOVE REQUIREMENTS ATTERBERG LIMITS BELOW 'A' LINE with P.I. LESS THAN 4 ATTERBERG LIMITS ABOVE 'A' LINE with P.I. MORE THAN 7 logo N MEN I INS 5 WAM0 02-11moll 0 10 20 30 40 50 60 70 80 90 100 PEAT AND OTHER HIGHLY ORGANIC SOILS LIQUID LIMIT (%) GENERAL GUIDANCE FOR ENGINEERING PROPERTIES OF SOILS, BASED ON STANDARD PENETRATION TEST (SPT) DATA SANDY SOILS I SILTY & CLAYEY SOILS Blow Counts I Relative Friction Angle N I Density, % I (p, degrees Description 0-4 0 -15 Very Loose 4-10 15 - 35 26 - 30 Loose 10-30 35 - 65 28 - 35 Medium Dense 30-50 65 - 85 35 - 42 Dense > 50 85-100 38-46 Very Dense Unconfined Blow Counts N Strength qu, Description tsf < 2 < 0.25 Very soft 2-4 0.25-0.50 Salt 4-8 0.50 - 1.00 Medium Stiff B - 15 1.00 - 2.00 Stiff 15 - 30 2.00 - 4.00 Very Stiff > 30 > 4.00 Hard 1 Group Northwest, Inc. Geotechnical Engineers, Geologists,& Environmental Scientists 13240 NE 20th Street, Suite 10 Bellevue, WA 98005 Phone (425) 649-8757 Fax (425) 649-8758 PLATE AI TEST PIT TP - 1 LOGGED BY: KJ DATE EXCAVATED: 9/3/14 GROUND ELEV: DEPTH n USCS SOIL DESCRIPTION SAMPLE No. Water % OTHER TESTS/ COMMENTS Bare, recently re -graded ground surface. 1 SM Brown SILTY SAND, damp, loose, minor gravel (FILL). 3 17.3 -------- ----------------------------------------------------- Dark gray SILTY SAND to SANDY SILT with gravel, moist, loose, 2 mottled, some roots, sand is mostly fine to medium grained (TOPSOIL). SM-ML 2 23.8 3 As above, damp to moist, medium dense, massive till -like texture SM (NATIVE SOIL.). 1 11.7 -------- SM ----------------------------------------------------- Grayish brown SILTY SAND with gravel, dense, damp to moist, massive 4 (GLACIAL TILL). 4 14.5 5 Bottom of test pit at 4 feet below ground surface. No groundwater encountered. 6 7 S 9 10 .r Group Northwest, Inc. Geotechnical Engineers, Geologists, & Environmental Scientists TEST PIT LOG PROPOSED RESIDENCES 40XX SOUTH 126TH STREET TUKWILA, WASHINGTON JOB NO: G-3736 I DATE: 9/19/2014 1 PLATE A2 TEST PIT TP - 2 LOGGED BY: KJ DATE EXCAVATED: 9/3/14 GROUND ELEV: DEPTH n• USCS SOIL DESCRIPTION SAMPLE No. Water % OTHER TESTS/ COMMENTS Bare, recently re -graded ground surface. SM Brown and yellowish brown SILTY SAND with gravel, damp, loose, 2 13.0 1 cotains clots of organic -rich soil, occasional cobbles (FILL) SM As above, brown. 1 14.3 2 Dark brown SILTY SAND with gravel, damp to moist, loose to medium 3 dense, trace debris (FILL). SM 3 20.8 4 ------- ---------------------------------------------------- 4 24.9 SM-NIL Dark gray organic SILTY SAND to SANDY SILT, contains small roots, damp, loose to medium dense (TOPSOIL). 5 6 -------- ----------------------------------------------------- Brown SILTY SAND with gravel, medium dense to dense, damp, 7 SM compact (NATIVE SOIL - GLACIAL TILL). 5 12.8 8 Bottom of test pit at 7 feet below ground surface. No groundwater encountered. 9 10 Group Northwest, Inc. Geotechnical Engineers, Geologists, & Environmental Scientists TEST PIT LOG PROPOSED RESIDENCES 40XX SOUTH 126TH STREET TUKWILA, WASHINGTON JOB NO: G-3736 I DATE: 9/19/2014 1 PLATE A3 TEST PIT TP - 3 LOGGED BY: KJ DATE EXCAVATED: 9/3/14 GROUND ELEV: DEPTH n• USCS SOIL DESCRIPTION SAMPLE No. Water % OTHER TESTS/ COMMENTS Bare, recently re -graded ground surface. FILL (SM- Dark brownish gray FILL containing substantial debris (concrete, metal, organics, etc.), intermixed with SILTY SAND and SANDY SILT with MLA gravel, damp to moist, loose. 2 3 Dark brownish gray SILTY SAND to SANDY SILT with gravel, damp, SM-NIL loose to medium dense, minor fine organics (FILL). 1 14.9 4 5 -------- SM-ML ----------------------------------------------------- Dark gray organic sand and silt topsoil horizon at depth of approx. 5.5 8 feet. SM Brown SILTY SAND with gravel, medium dense, damp, compact (NATIVE SOIL - WEATHERED GLACIAL TILL). 2 12.5 7 SM At T, as above, brown. 3 13.0 8 Bottom of test pit at 7 feet below ground surface. No groundwater encountered. 9 10 Group Northwest, Inc. Geotechnical Engineers, Geologists, & Environmental Scientists TEST PIT LOG PROPOSED RESIDENCES 40XX SOUTH 126TH STREET TUKWILA, WASHINGTON JOB NO: G-3736 I DATE: 9/19/2014 1 PLATE A4 TEST PIT TP - 4 LOGGED BY: KJ DATE EXCAVATED: 9/3/14 GROUND ELEV: DEPTH ft USCS SOIL DESCRIPTION SAMPLE No. Water % OTHER TESTS/ COMMENTS Bare, recently re -graded ground surface. FILL Mottled FILL containing debris (concrete, organics, etc.), intermixed (SM- with SILTY SAND with gravel, damp, loose. 1 iL1L} 2 Brown SILTY SAND with gravel, damp, loose to medium dense 3 (FILL). SM 2 11.6 4 5 6 -------- ----------------------------------------------------- 1 12.1 Grayish brown SILTY SAND with gravel, medium dense, damp, oxide 7 SM staining, minor fine organics, rootlets (NATIVE SOIL - WEATHERED GLACIAL TILL). SM At 8 feet, as above, maximum reach of backhoe achieved. 8 Bottom of test pit at 8 feet below ground surface. 9 No groundwater encountered. 10 Group Northwest, Inc. Geotechnical Engineers, Geologists, & Environmental Scientists TEST PIT LOG PROPOSED RESIDENCES 40XX SOUTH 126TH STREET TUKWILA, WASHINGTON TEST PIT. TP - 5 LOGGED BY: KJ DATE EXCAVATED: 9/3/14 GROUND ELEV: DEPTH n• USCS SOIL DESCRIPTION SAMPLE No. Water % OTHER TESTS/ COMMENTS Bare, recently re -graded ground surface. SM Brown SILTY SAND with gravel, dry, loose, mixed with straw, roots, 1 and other organics, occasional cobbles (FILL). 2 SM At 2.5', as above, grayish brown, damp. 1 9.2 3 4 5 -------- ----------------------------------------------------- SM Brown and light brown SILTY SAND with gravel, medium dense to 2 7.6 6 dense, dry to damp (NATIVE SOIL - WEATHERED GLACIAL TILL). 7 SM At 7 feet, as above, pale brown. 3 8.9 8 Bottom of test pit at 7 feet below ground surface. 9 No groundwater encountered. 10 Group Northwest, Inc. Geotechnical Engineers, Geologists, & Environmental Scientists TEST PIT LOG PROPOSED RESIDENCES 40XX SOUTH 126TH STREET TUKWILA, WASHINGTON NO: G-3736 I DATE: 9/19/2014 1 PLATE A6 TEST PIT TP - 6 LOGGED BY: KJ DATE EXCAVATED: 9/3/14 GROUND ELEV: DEPTH n• USCS SOIL DESCRIPTION SAMPLE No. Water % OTHER TESTS/ COMMENTS Bare, recently re -graded ground surface. SM Brown SILTY SAND with gravel, contains pockets of pea gravel down 1 to 24" depth, heterogeneous texture, dry to damp, loose, (FILL) 1 6.8 2 SM-NIL Brown SILTY SAND to SANDY SILT with gravel, damp, loose, some mottling with reddish and grayish tones (FILL). 3 10.9 3 SM Brown to light brown SILTY SAND with gravel, occasional cobbles, 02 mottled, weakly cemented (?), dry to damp (SUSPECTED FILL). 5.3 4 5 SM Brown SILTY SAND with minor gravel, damp, medium dense, contains 4 occasional clumps of organic soil (SUSPECTED FILL). 9.1 6 -------- ----------------------------------------------------- Grayish brown SILTY SAND with gravel, medium dense, damp to 7 SM moist, compact (NATIVE SOIL). 5 18.3 8 Bottom of test pit at 7 feet below ground surface. 9 No groundwater encountered. 10 Group Northwest, Inc. Geotechnical Engineers, Geologists, & Environmental Scientists TEST PIT LOG PROPOSED RESIDENCES 40XX SOUTH 126TH STREET TUKWILA, WASHINGTON NO: G-3736 I DATE: 9/19/2014 PLATE A7 TEST PIT TP - 7 LOGGED BY: KJ DATE EXCAVATED: 9/3/14 GROUND ELEV: DEPTH ft USCS SOIL DESCRIPTION SAMPLE No. Water % OTHER TESTS/ COMMENTS Bare, recently re -graded ground surface. SM Brown and light brown SILTY SAND with gravel, dry to damp, loose, 1 occasional debris and organics (FILL). 2 SM As above. 1 9.4 3 4 SM Dark grayish brown SILTY SAND with gravel, damp, loose, occasional small pieces of burnt wood (FILL). 2 13.3 5 SM As above, damp to moist. 3 18.1 6 -------- SM ----------------------- P--------------------g ----- Strongbrown SILTY SAND, damp, loose to medium dense, little ravel 4 14.1 (NATIVE SOIL). At 8', maximum reach of backhoe attained, possible dense soils g encountered at bottom of hole, based on bucket noise. Bottom of test pit at 8 feet below ground surface. 9 No groundwater encountered. 10 Group Northwest, Inc. Geotechnical Engineers, Geologists, & Environmental Scientists TEST PIT LOG PROPOSED RESIDENCES 40XX SOUTH 126TH STREET TUKWILA, WASHINGTON JOB NO: G-3736 I DATE: 9/19/2014 1 PLATE A8 TEST PIT TP - 8 LOGGED BY: KJ DATE EXCAVATED: 9/3/14 GROUND ELEV: DEPTH ft USCS SOIL DESCRIPTION SAMPLE No. Water % OTHER TESTS/ COMMENTS Bare, recently re -graded ground surface. SM Pale brown SILTY SAND with gravel, dry to damp, loose, occasional 1 debris (FILL). 2 SM As above. 1 9.8 3 -------- SM-ML ----------------------------------------------------- Very dark gray and bluish gray SILTY SAND and SANDY SILT with 4 organics, loose, moist, occasional roots and gravel (SUSPECTED TOPSOIL). 5 SM Brown SILTY SAND with gravel, loose to medium dense, moist, less silty than above, contains roots to depth of 6 feet (NATIVE SOIL). 2 19.7 6 7 SM As above, dense at 7.5 feet, moist (NATIVE SOIL - WEATHERED GLACIAL TILL). 3 17.0 8 Bottom of test pit at 7.5 feet below ground surface. 9 No groundwater encountered. 10 Group Northwest, Inc. Geotechnical Engineers, Geologists, & Environmental Scientists TEST PIT LOG PROPOSED RESIDENCES 40XX SOUTH 126TH STREET TUKWILA, WASHINGTON FW: Review of soil infiltration rate, S. 126th Street lots, Tukwila, WA https:Heast.exchO4O.serverdata.nettowa/?ae=Item&t=IPM.Note&id= FW: Review of soil infiltration rate, S. 126th Street lots, Tukwila, WA Brian Harron [Brian@PatrickHarron.com] Sent:Tuesday, March 22, 2016 1:02 PM To: kjohnson Below is the email that the City wants your signatures on. Brian 1�-r%atn, rt. Itayrow, PE Patrick Harron & Associates, LLC 14900 Interurban Avenue S., #279 Seattle, WA 98168 (206) 674.4659 - office (206) 992.6365 - cell From: kjohnson[mailto:kjohnson@geogroupnw.comj Sent: Thursday, April 30, 2015 9:34 AM To: brian4le@aol.com Cc: clk55tony@gmail.com; brian@patrickharron.com Subject: Review of soil infiltration rate, S. 126th Street lots, Tukwila, WA Hello Tien, I've reviewed the percolation test data from R.A. Owen, and the subsurface information from our test pit logs. While percolation test data reflect the near surface existing fills and soils, but not conditions at greater depths where dense glacial till soils are present. For the near surface soils that were tested in 2000, it is our opinion that the 1.86 in/hr rate can be used. However, for the deeper, dense native soils, it is our opinion that a rate of between 0.25 and 0.50 indhr should be used for the infiltration rate, based on textural criteria classification using the USDA Soil Texture Class triangle and WDOE Western Washington Stormwater Management Manual. The deeper soils are generally not well -suited for substantial infiltration, and water that infiltrates through the upper, looser soils may travel horizontally rather than vertically when it reaches the denser soils below. Keith Johnson Project Geologist GEO Group Northwest, Inc. 13240 NE 20th Street, Suite 10 Bellevue, Washington 98005 (425) 649-8757 k'ohnson@aeogroupnw.com 1 O% W 8 S I/ gt 'r 1005 �Sed Ge KEITH A. JOHNSG: J „1 ,y', Z P201 ) lofI City of Tukwila Allan Ekberg, Mayor Department of Community Development Jack Pace, Director 4/3/2017 DAVID LAM 15213 28TH AVE W LYNNWOOD, WA 98087 RE: Permit No. D15-0024 LAM RESIDENCE 4021 S 126TH ST Dear Permit Holder: In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 5/30/2017. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206-438-9350 to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. Qe3a 2) Submit a written request for permit extension to the Permit Center at least seven(7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 5/30/2017, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, Rachelle iple Permit Technician pn File No: D15-0024 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director April 14, 2016 Suncom Inc. c/o David Lam 24320 118th Ave SE Kent, WA 98030 RE: Refund for Permit Number D15-0024 Dear Mr. Lam, The Permit Center has processed a partial refund for the excess plan review fees paid on February 2, 2015. The fees paid were based on the original permit submittal (square footage of the house). The fees changed due to a change in the house square footage when you responded to Correction Letter #1. Enclosed is a check for a refund in the amount of $11.05 (eleven dollars and five cents). Sincerely, C Bill Rambo Permit Technician File: Permit No. D15-0024 End: Check No. 371860 6300 Southcenter Boulevard, Suite #100 * Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 RICK lx��1N & ASSOCIATES. LLC Engineering & Planning 14900 Interurban Ave. S Suite 279 Seattle, WA 98168-4635 Ph: 206.674.4659 Fx: 206.674.4660 www.patrickharron.com Seattle I March 23, 2016 Bill Rambo Lacey Permit Technician 6200 Southcenter Blvd, Tukwila, WA 98188 Everett RE: Lam Residence Response to Correction Letter #2 dated March 10, 2016 COMBOSFR Permit Application Number D15-0024 Dear Bill, This letter, as well as the resubmitted drawings and documents, are provided to address the City's comment letter dated March 10, 2016. We have used the same numbering system as found in your comment letter. General Note: 1. All sheets same size. Structural drawings and calculations have been provided with signed stamp -seal by registered engineer (attached - two copies.) Two copies of the email signed by the Geotech. Architectural design sheets signed by registered architect (attached- two copies.) Building: 1. Footing recommendations based on observed soil conditions are included in Geotechnical report completed by GEO Group Northwest, Inc., found on page 6 dated 10/3/2014. Note added on Revised Site Plan (Reference Note 5.) 2. through 9 have been completed by the Architect. See their separate transmittal letter attached. Planning Department: 11. Shrub bed has been moved to the north of the walk pad, as indicated in the Revised Site Plan. 12. Note indicating all utility to be underground added to Revised Site Plan (Reference Note 4.) Existing and Future Grade spot elevations added to Revised Site Plan to show cut and fill area on site and in right of way. If you have any questions, I can be reached at (206) 431-3655. Sincerely, RECEIVED Patrick Harron & Associates, LLC CITY OF TUKWILA MAR 2 3 2016 Brian Harron, PE D I y 001 - PERMIT CENTER C0ARECTNO`IN LTR# PA2015\15116 tam Residence (Famum SP #06110)\Text\Applications\2016.03.23 Revision Submittal\Response to City Comments 3.23.16.doc The Residential Group, LLC. World of Designs & Engineers 35109 Pacific Highway S Federal Way, WA 98003 253-835-1516, fax 253-835-1528 March 21, 2016 Attn: City of Tukwila, Department of Planning & Community Development (Permit #D15-0024) Re: Lam Residence 4021 S 126t" ST Tukwila, WA This letter is in response to your plan review comments for the above -referenced plan. The responses are listed is in the order of the review comments. General: 1. Per geo engineer 2. Please refer to sheet A3 for this comment 3. Please refer to sheet A3 for this comment 4. Please refer to sheet A3 for this comment 5. Per our engineers calculation we didn't see not thing about what this comment is, all of our calculation was design under current code. 6. We had revsed the drawing for this comment under sheet S2 7. Please refer to sheet A2 for this comment 8. Please refer to sheet A3 for this comment 9. Please refer to civil engineer sheet Planning: 1. Please refer to sheet A2 for this comment Please feel free to ' e us a call if you have any questions. Sincere) inh Tran, .I. Design Engineers C©RRECTMM LTR# 'Z' RECEIVED CITY OF TUKWILA MAR 2 3 2016 PERMIT CENTER MEMORANDUM TO: Laurie Anderson FROM: Brenda Holt DATE: 03/11/2016 SUBJECT: Lam Residence Permit Number D15-0024 Please draw a check in the amount of $11.05 (eleven dollars and five cents) to be payable to Suncom Inc. at 24320 118th Ave SE in Kent, Washington 98030. Due to a change in the square footage of the proposed house, the permit fee and plan review fee calculations have changed. This change has resulted in an over payment of fees for the plan review. Please provide the refund as follows: Account 000.345.830.00.00 (Plan Check): $11.05 Total Refund: $11.05 Please forward the check to me and I will forward it on to the applicant. Thank you! City of Tukwila Allan Ekberg, Mayor Department of Community Development Jack Pace, Director March 10, 2016 BRIAN HARRON 14900 INTERURBAN AVE S TUKWILA, WA 98168 RE: Correction Letter # 2 COMBOSFR Permit Application Number D15-0024 LAM RESIDENCE - 4021 S 126TH ST Dear BRIAN HARRON, This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: BUILDING DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 1 Ix17 to maximum size of 2406; all sheets shall be the same size. New revised plan sheets shall be the same size sheets as those previously submitted.) (If applicable) "STAMP AND SIGNATURES" "Every page of a plan set must contain the seal/stamp, signature of the licensee(s) who prepared or who had direct supervision over the preparation of the work, and date of signature. Specifications that are prepared by or under the direct supervision of a licensee shall contain the seal/stamp, signature of the licensee and the date of signature. If the "specifications" prepared by a licensee are a portion of a bound specification document that contains specifications other than that of an engineering or land surveying nature, the licensee need only seal/stamp that portion or portions of the documents for which the licensee is responsible." It shall not be required to have each page of "specifications" (calculations) to be stamped and signed; Front page only will be sufficient. (WAC 196-23-010 & 196-23-020) (BUILDING REVIEW NOTES) 1. The geotechnical report provided shows signatures of two engineers from GEO Group Northwest, INC. However the stamps with the signatures show no expiration date. In addition the email provided by the engineers shall also have original stamp and signatures to be considered valid. Please see "General Note" above and see WAC requirements. Provide documents by licensed design professionals and engineers with original signatures and dated stamps. Engineer shall include recommendations for crawl space footing drains with a designed drainage system consistent with this sites soils conditions. The engineer on record shall observe the soils conditions as recommended in the soils report and specify the suitable method for footings preparation method as outlined. (IRC R405.1, R408.6 & WAC 196-23-010 & 196-23-020) 2. Show on the plan a designated location for the attic access. 3. Show safety glazing for the master bath room at the tub. 4. Master bedroom shows a bench in front of the two windows. Those windows shall be provided with safety protection if the bottom edge of the glazing is less than 18 inches above the floor; where a person or child could stand potentially resulting in hazardous situation. One option would to provide a horizontal rail installed on the accessible side(s) of the glazing 34 to 38 inches above the walking surface. Provide a resolution to this situation. (IRC R308.4.3 #2 & 308.4.3 #4 Exception #2) 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 5. Engineers Wood Beam application calculations show outdated codes specitying "Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05" which is inconsistent with the cover sheet "Basis of Design". Provide revised calculations or a letter from the engineer, stamped and signed by the engineer, indicating beam calculations meet current 2012 IBC building codes. 6. Specify sloping of the garage floor to the opening or show floor sloping to a drain. 7. Revise the labels on plan elevations to be identified as North, East, South and West. 8. Laundry room shows an egress window. This would not necessarily be a requirement. 9. The site plan shows a foot print of future deck. If the deck is not to be built with this permit, remove the deck on the floor plan. Otherwise provide complete details for the deck construction. PLANNING - C DEPARTMENT: Rebecca Fox at 206-431-3683 if you have questions regarding these comments. • 2/24/2016 9:55:59 AM (Rebecca Fox) 1. Label all roof surfaces to indicate the pitch (Sheet A-2) a minimum pitch of 5:12 is required. 2) Sheet 2 of 3, Item #23 indicates a shrub bed in the walk pad. Is this correct? Relocate or re -label. • 12) All utilities including power are required to be underground per City of Tukwila ordinance. Show on a plan sheet, existing and prior spot elevations for the cut and fill area including on -site and within the Public right-of-way. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two 2 sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, I can be reached at (206)431-3655. Sincerely,--1,���� � Bill Rambo Permit Technician File No. D 15-0024 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 9 Fax 206-431-3665 TRICK L�1�IR0 & ASSOCIATES, LLC Engineering & Planning Seattle Lacey Everett 14900 Interurban Ave. S Suite 279 Seattle, WA 98168-4635 Ph: 206.674.4659 Fx: 206.674.4660 www.patrickharron.com RECEIVED CITY OF TUKWILA January 20, 2016 Bill Rambo Permit Technician JAN 22 2016 CORRECTION 6200 Southcenter Blvd, Tukwila, WA 98188 PERMIT CENTER LTR# RE: Lam Residence Response to Correction Letter #1 dated March 11, 2015 COMBOSFR Permit Application Number DiS-0024 Dear Bill, This letter, as well as the resubmitted drawings and documents, are provided to address the City's comment letter dated March 11, 2015. We have used the same numbering system as found in your comment letter. First, the Owner has changed their residence to: 24320 118t^ Ave SE, Kent, WA 98030 General Note: 1. All sheets same size. Structural drawings and calculations have been provided with signed stamp -seal by registered engineer (attached.) Architectural design sheets signed by registered architect (attached.) Building: 1. Geotechnical report has been completed by GEO Group Northwest, Inc., dated 10/3/2014 (attached) and a supplemental e-mail dated 4/30/2015 addressing recommended percolation rates (attached). • Load bearing (2,000 psi) recommendation is found on page 6. • Footing foundation recommendations are found on page 6 and 7. • Footing drain recommendations are found on page 12. • The construction requires (see Sheet C2) that the 5-6 feet of unsuitable material be removed from the building envelop to a depth that reaches firm and unyielding material. The resulting excavation is to be backfilled with structural material to a depth required for standard footings construction —dimensions of the footings are found on the Structural Drawings S2. Backfill material shall meet the requirements of the Geotechnical Report "Structural Fill", page 6 of the report. 2. Designed footing and roof -drain discharge locations provided on Civil Engineering Plan Sheets C2 and C3 (attached.) Footing design are illustrated on the Structural drawings, bottom left corner of Sheet S2. 3. Vicinity map is included on Civil Site Plan Sheet C1. Nearest fire hydrant location is provided on site plan. A note has been added noting the requirement of fire sprinkler system for this residence. 4. Topography information is illustrated on Sheets C1 and C2. Grade slopes have been added to Sheet C2 specifically showing a minimum of 5% slope away from building for first 10 feet. Finish floor elevation (104.00) is set 12" below frontage sidewalk elevation. Maximum ridge height of home is 31'-5" or roughly 30'-5" above elevation of the frontage street. 5. Benchmark elevations and finished floor elevation provided on site plan Sheet C-1 and C-2. Flow lines have been added illustrating the required 5% slopes away from the building. 6. The "Heating System Size" from the architect is attached at the back of this letter. 7. Bollard shown on architectural plan, page A4. Heating appliance will be installed 18" off floor? P:\2015\15116 Lam Residence (Famum SP #06110)\Text\Applications\Building b al d umsponse C0ts6. c �111 w Lam Residence January 20, 2015 Page 2 of 2 8. I have asked the architect to modify their plans to show the attic entrance. 9. Decks will be a future option for this home and will not be installed at this time. 10. Steps are no longer shown on the plans. 11. For simplicity I have added the building elevation labels in "red". If the architectural plans need modifications, we will make those permanent corrections at that time. Planning Department: 1. The main building entrance now faces S. 126t" Street. 2. Landscape plans have been added to the front of the lot. In particular, a tree has been added to the front lawn. 3. There are no existing trees on site (N/A.) 4. Geotechnical Report has been completed and attached with this letter. The requirements of the Geotechnical Report have been included in the drawings. In part this will require (see Sheet C2) that 5-6 feet of unsuitable material be removed from the building envelop to a depth that reaches firm and unyielding material. The resulting excavation is to be backfilled with structural material to a depth required for standard footing construction —dimensions of the footings are found on the Structural Drawings S2. Backfill material shall meet the requirements of the Geotechnical Report "Structural Fill", page 6 of the report. 5. Standard 2500 psi concrete will be used for driveway. It was determined that the on - site material underlying the driveway would not be suitable for percolation purposes. 6. 50% of front yard represents 615 sf. Designed driveway and front walkway/patio total 600 sf. Public Words Dept.: 1. Traffic Concurrency Certification application is attached with this letter. 2. Traffic Impact fee provided will be paid a Building Permit issuance. 3. The Owner will sign a Sensitive Areas Ordinance Hold Harmless Agreement when prepared by the City. 4. Owner will sign Notary Hold Harmless Agreement for work completed in the ROW. 5. A full set of Civil Engineering plans have been included with this submittal package. 7. WM, water, sewer and power connections all shown on Sheet C2. 8. Easements, drainage swale, downspouts, foundation drains, drainage system all shown on Sheet C2. 9. See Attached cost estimate - Bulletin A2. 10. Existing and proposed contours in 2 ft. intervals, FF elevations shown on site plan. Cut and fill estimates have been added to C1. Since the on -site material is unsuitable for construction purposes all cut material will be exported off site. Location of off -site dump is unknown at this time. 11. Proposed house revised to accommodate 60ft wide space in the back. 12. Infiltration (gravel strip) will be used in the front yard in lieu of impervious concrete driveway. 12. A new Geotechnical report has been completed by GEO Group Northwest, Inc., dated 10/3/2014 (attached) and a supplemental e-mail dated 4/30/2015 addressing recommended percolation rates (attached). 13.Included on grading plan. Sincerely, Patrick Harron & Associates, LLC Brian Harron, PE P:\2015\15116 Lam Residence (Famum SP #06110)\Text\Applications CITY OF TUKWILA Department of Community Development 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431-3670 r AFFIDAVIT OF OWNERSHIP AND HOLD HARMLESS PERMISSION TO ENTER PROPERTY STATE OF WASHINGTON ss COUNTY OF KING The undersigned being duly sworn and upon oath states as follows: 1. I am the current owner of the property which is the subject of this application. 2. All statements contained in the applications have been prepared by me or my agents and are true and correct to the best of my knowledge. 3. The application is being submitted with my knowledge and consent. 4. Owner grants the City, its employees, agents, engineers, contractors or other representatives the right to enter upon Owner's real property, located at 4021 S . 12 6 th Street, Tukwi 1 a , WA for the purpose of application review, for the limited time necessary to complete that purpose. 5. Owner agrees to hold the City harmless for any loss or damage to persons or property occurring on the private property during the City's entry upon the property, unless the.loss or damage is the result of the sole negligence of the City. 6. Non -responsiveness to a City information request for ninety (90) or more days, shall be cause to cancel the application(s) without refimd of fees. EXECUTED at RECEIVE® CITY OF TElKWILA JAN 22 2016 PERMIT CENTER (city), (state), on 720. David Lam (Print Name) 24320 118th Ave SE, Kent, WA 98030 (Address) 206.351.9787 CORRECTION (Ph neNumber) LTR# (Signature) On this day personally appeared before me David Lam to me known to be the individual who executed the foregoing instrument and acknowledged that he/she signed the same as his/her voluntary act and deed for the uses and purposes mentioned therein. SUBSCRIBED AND SWORN TO BEFORE ME ON THIS 21 DAY OF January 20 16 Notary Public State of Washington Brian G Harron Commission Expires 10-19-16 NOTARY PUBLIC in and for the State of Washington residing at Kent, WA My Commission expires on October, 19, 2016 \\deptstore%City CommonUeri%evisions In Pmgress\Sensitive Area Master Plan Checkhst-Jan2011.docx TDATRIC]I,:.- l� R R 0 4 Engineering & Planning ASSOCIATES, LLC Seattle 1 14900 Interurban Ave. S, Suite 279, Seattle, WA 98168 Ph: 206.674.4659 To: Bill Rambo Company: City of Tukwila j Lacey Everett j From: j; RE: CC: l� Brian Harron Date: Lam Residence D15-0024 Pages: Hold Harmless transmittal January 26, 2016 Bill, I, Attached is the Hold Harmless - Sensitive Area agreement executed by the Owners. Brian t I, 1� i. i t CORRECTION RECEIVED CITY OF TUKWILA LT R i JAN 26 2056 PERMIT CENTER s, p:\2015\15116 lam residence (farnum sp #06110)\text\applications\trans hold harmless to city.doc w HOLD HARMLESS - SENSITIVE AREA From City Attorney approved 2003 MAYOR must sign KC Records CITY CLERK keeps the original. DIRECTIONS 1. Read text and modify as needed. 2. If intent is modified, get attorney approval 3. Fill in the blanks 4. Insert Exhibit(s) 5. Insert appropriate Notary Page 6. Get notarized 7. Add a KC Records Cover sheet 8. Create an Information Memo 9. To PW Analyst to get Mayor's Signature 10. Request to Finance for Money to record 11. To City Clerk for Recording. 12. City Clerk sends to KC Records 13. Delete this note COVENANT AND HOLD HARMLESS AGREEMENT — Sensitive Area Page — of Return to: City Clerk City of Tukwila 6200 Southcenter Boulevard Tukwila, WA 98188 Above this line reserved for Recorder's use HOLD HARMLESS - SENSITIVE AREA Grantor/Borrower: Van-Tuyen Nguyen & David v. Lam Grantee/Beneficiary: CITY OF TUKWILA, a municipal corporation of King County, Washington Document Reference Number(s): D15-0024 Section/Township/Range: Sec 10, Twp. 23 Rge 4 Assessor's Tax Parcel N u m ber(s) : 7340600667 Property Legal Description (abbreviated): Lot 3 of Tukwila Short Plat No. L09-059 COVENANT AND HOLD HARMLESS AGREEMENT — Sensitive Area Page — of — SENSITIVE AREA COVENANT AND HOLD HARMLESS AGREEMENT This covenant and hold harmless agreement is entered into between Van-Tuven Nguyen & David V. Lam , (Individual(s), ("Grantor), and the City of Tukwila, a Washington municipal corporation ("Grantee"). RECITALS WHEREAS, Grantor owns and has applied for necessary permits to develop certain real property (the "Property") legally described in Exhibit A, which is attached and incorporated by reference. WHEREAS, a portion of the Property contains sensitive areas of potential geologic instability (potential slide areas) as depicted in Exhibit B, which is attached and incorporated by reference. WHEREAS, as a condition of the issuance of subdivision plat approval, land use permits, and/or construction permits for the Property, the Grantee required the Grantor to execute and record this "Sensitive Area Covenant and Hold Harmless Agreement' to hold the City of Tukwila harmless from all loss incurred as a result of any landslide or seismic activity, or soil disturbance. WHEREAS, Grantor assumed this obligation in order to obtain said subdivision plat approval, land use permits, and/or construction permits for the Property. WHEREAS, the parties agree that this agreement constitutes an arms length, bargained -for agreement, which includes a waiver of liability that runs with the land for risks created by the proposed use of property because of the shape, composition, location or other characteristic unique to the Property sought to be developed. NOW, THEREFORE, the parties agree as follows: AGREEMENT 1. In consideration of Grantee issuing subdivision plat approval and/or other development permits, which constitutes good and valuable consideration, the receipt of which and the sufficiency of which the Grantor hereby acknowledges, the Grantor shall defend, indemnify, and hold the Grantee, its officers, officials, employees, agents, and assigns harmless from any and all claims, injuries, damages, losses, or suits, whether brought by grantor or third parties, including all legal costs and reasonable attorney fees, arising out of or in connection with any injuries or damages to persons or property caused in whole or in part by any landslide or seismic activity or soil disturbance on the Property, legally described in Exhibit A, which is attached and incorporated by reference. 2. Grantor on its own behalf and on behalf of its heirs, successors and assigns hereby waives any right to assert any claim against the Grantee, its officers, officials, COVENANT AND HOLD HARMLESS AGREEMENT — Sensitive Area Page — of — employees, agents, and assigns for any loss, or damage to people or property either on or off the site resulting from any landslide or seismic activity or soil disturbance on said Property by reason of or arising out of the issuance of the permit(s) by the City for development on said Property except only for such losses that may directly result from the sole negligence of the City. 3. Grantor will inform its successors and assigns of said Property that the Property is in an area of potential geologic instability (potential slide area), of the risks associated with development thereon, of any conditions or prohibitions on development imposed by the City of Tukwila, and of any features in this design which will require maintenance or modification to address anticipated soils changes. 4. Grantor will maintain continuous insurance coverage as required by the permit authorizing the development. 5. Grantee's inspection or acceptance of any of the Grantor's construction or other work either during construction or when completed shall not be grounds to avoid any of these covenants of indemnification. 6. This covenant and hold harmless agreement shall be a covenant running with the land and the rights and obligations contained herein shall run with and burden the Property, including each parcel comprising the Property and shall inure to the benefit of and be binding upon the Grantor and Grantee, their successors and assigns. COVENANT AND HOLD HARMLESS AGREEMENT — Sensitive Area Page — of DATED this -,gZS 1* day of J&j�jU A2 20_1_(, GRANTOR(s): GRANTOR(s): individual(s) STATE OF WASHINGTON ss. COUNTY OF KING On this a75 day of , 20 t C:, , before me a Notary Public in and for the State of Washington, persona44 appeared Van-Tuyen Nguyen, and David V. Lam , to me known to be the individual(s) that executed the foregoing instrument, and acknowledged it to be the free and voluntary act of said individual(s), for the uses and purposes mentioned in this instrument, and on oath stated that he/she/they was /were authorized to execute said instrument. IN WITNESS WHEREOF, I have hereunto set my hand and official seal the day and year first above written. Notary PubHo State of WashingtM Oftil G Harron Commtss>ion EVIr" 1a19.1e Name: Brian G. Harron NOTARY PUBLIC, in and for the State of Washington, residing at Kent, WA My commission expires: 10/19/2016 COVENANT AND HOLD HARMLESS AGREEMENT — Sensitive Area Page — of — DATED this day of 20 GRANTEE: CITY OF TUKWILA ATTEST: Mayor City Clerk STATE OF WASHINGTON ) ss. County of King ) On this day of 120 , before me, the undersigned, a Notary Public in and for the State of Washington, duly commissioned and sworn, personally appeared and known to me to be the Mayor and City Clerk, respectively, of CITY OF TUKWILA, the municipal corporation that executed the foregoing instrument, and acknowledged it to be the free and voluntary act of said municipal corporation, for the uses and purposes mentioned in this instrument, and on oath stated that he/she was authorized to execute said instrument. WITNESS my hand and official seal hereto affixed the day and year above written. print name NOTARY PUBLIC in and for the State of Washington, residing at COVENANT AND HOLD HARMLESS AGREEMENT — Sensitive Area Page — of — EXHIBIT A LEGAL DESCRIPTION OF PROPERTY Lot 3 of Tukwila Short Plat No. L09-059 COVENANT AND HOLD HARMLESS AGREEMENT — Sensitive Area Page — of — EXHIBIT B DEPICTION OF SENSITIVE AREAS COVENANT AND HOLD HARMLESS AGREEMENT — Sensitive Area Page — of — • City of Tukwila Jim Haggerton, Mayor • Department of Community Development Jack Pace, Director January 21, 2016 Brian Harron Patrick Harron & Associates 14900 Interurban Ave S Suite 279 Tukwila, WA 98168-4635 RE: Request for Application Extension #2 Lam Residence — 4021 S 1261h St Dear Mr. Harron, This letter is in response to your written request for an extension to Application Number D 15-0024. The Building Official has reviewed your letter and considered your request to extend the above referenced application. It has been determined that the City of Tukwila Building Division will be extending your permit application an additional 180 days, through August 2, 2016. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, Bill Rambo Permit Technician File: Permit 1315-0024 WAPerinit CetiteAExtension Letterc\Applications\20151D15-0024App Extension Let1er#2.d0cx 6300 Southcenter Boulevard, Suite #100 0 Tukwila, Washington 98188 0 Phone 206-431-3670 • Fax 206-431-3665 AT�� R� k & ASSOCIATES, LLC Engineering & Planning Seattle City of Tukwila Department of Community Development Lacey Attn: Bill Rambo 6300 Southcenter Blvd. Suite 100 Tukwila, WA 98188 Everett Re: Lam Residence: Request for Application Extension Permit Application D15-0024 4021 S. 126th Street Dear Mr. Rambo: 14900 Interurban Ave. S Suite 279 Seattle, WA 98168-4635 Ph: 206.674.4659 Fx: 206.674.4660 www.patrickharron.com January 14, 2016 RECEIVE® CITY OF TUKWILA JAN 14 2016 PERMIT CENTER On August 17, 2015 your office granted a six-month extension for Permit Application D15-0024. Unfortunately, the Owner is unable to meet that timeline but is very close to resubmitting the D15- 0024 Application for additional review(s). On behalf of the Owner we are requesting another six-month extension for the following reasons: 1. The City's initial review letter dated 3/33/2015 identified certain items that were difficult, and in certain instances, impossible to achieve. The Owner has returned to "square -one" and developed an entirely new house plan that better fits the dimensions of Lot 3, the City's review requirements, and to a certain extent the Owner's refined thoughts on just what they would like their home to look like. Obviously this "re -do" was extensive and took a considerable amount of time as the various design team members added their input to the overall needs of the permit requirements. 2. My office also came into the project at a relatively late date and we certainly added time delays as we came up to speed on the project needs. Specifically, we spent a lot of time on the originally design concepts trying to solve the Owner/Architect/City requirements before we realized that original concept needed to be scrapped. 3. For the last few months the entire team has been on the same page and our drawings now address all of the City's concerns and comments. We are also closely coordinating our work with the Developer's engineer for Lots 2 and 5, Han Phan. 4. We are tentatively planning to submit new drawings for the Building Permit Application on or before the end of next week. Submittal will include full building plans and structural calculations for an entirely new home design. Submittal documents will also include full civil package for the stormwater management system. Please let me know if you have any questions, I can by reached at 206.674.4659 but my preferred method of communication is through emails at: brian patrickharron.com. 2 Request for Extension # Sincerely, Patrick Harron & Associates, LLC Current Expiration Date: 2_21—169 Extension Request: Brian G. Harron' PE Approved for days 0 Denied (provide explanation) cc: David Lam davidlam000C�yaho Tuyen Nguyen vutyen189@vahoo. Tony Andrews clk55tony0gmail.cc Signature/Initials C:\Users\bill-r\AppData\Local\Microsoft\Windows\Temporary Internet files\Content.0utlook\UIGCA9A6\Request for Building Permit Extension.doc CU City of Tukwila Department of Community Development January 4, 2016 DAVID LAM 15213 28 AVE W LYNNWOOD, WA 98087 RE: Application No. D15-0024 LAM RESIDENCE Dear DAVID LAM: Jim Haggerton, Mayor Jack Pace, Director Permit application D15-0024 for the work proposed at LAM RESIDENCE () has not been issued by the City of Tukwila Permit Center. Per the International Building, Residential, and Mechanical Codes as well as the Uniform Plumbing Code and/or the National Electric Code, every permit application not issued within 180 days from the date of application shall expire and become null and void. Currently your application has a status of COMMENTS OUT and is due to expire D15-0024. If you still plan to pursue your project, you are hereby advised to do one of the following: 1) If the plan review is completed for the project and your application is approved, you may pick up the application before the date of expiration. At the time of permit issuance the expiration date will automatically be extended 180 days. -or- 2) If the plan review is not completed submit a written request for application extension (7) seven days in advance of the expiration date. Address your extension request to the Building Official and state your reason(s) for the need to extend your application. The Building Code does allow the Building Official to approve one extension of up to 90 days. If it is determined that your extension request is granted, you will be notified by mail. In the event that your permit is not issued, we do not receive your written request for extension, or your request is denied your permit application will expire and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Sincerely, c Bill Rambo Permit Technician File No: D15-0024 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington. 98188 • Phone 206-431-3670 • Fax 206-431-3665 City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director August 7, 2015 David Lam 15213 28`h Ave W Lynnwood, WA 98087 RE: Request for Application Extension Lam Residence — 4021 S 1261h St Dear Mr. Lam, This letter is in response to your written request for an extension to Application Number D 15-0024. The Building Official has reviewed your letter and considered your request to extend the above referenced application. It has been determined that the City of Tukwila Building Division will be extending your permit application an additional 180 days, through February 2, 2016. If you should have any questions, please contact our office at (206) 431-3670 extension 1. Sincerely, Bill Rambo Permit Technician File: Permit D15-0024 W.-Termit Center\Extension Letters\Applications\2015\D15-0024 App Extension Letter.docx 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 July 27, 2015 Mr. Bill Rambo Permit Technician City of Tukwila Department of Community Development 6300 Southcenter Bvld, Suite 100 Tukwila, WA 98188 Reference: Application No. D15-0024 Lam Residence 4021 South 126th Street Dear Mr. Rambo: We would like to kindly request an extension of the above reference building permit. Due to some previous grading and site changes we have had delays in completing the permit process since we have had to obtain new Geo Surveys, etc. The result of this has caused us to have to change our design plans in order to deal with slope of lot, etc. Currently, we are working with Patrick Harron & Associate and they are doing final engineering to the site. Therefore we kindly request an extension of the maximum allowable period of 90 days be granted? Please advise outcome as soon as possible for our reference and understanding. Tha k yo4and i n d r ards, D vid Lam Cell: 206-3519787 Request for (Extension D # Current Expiration Date: �— 1 S Extension Request: Approved for days ❑ Denied (provide e:cplanation) Signature/Initials 05CE11 M CfTV OF TUWARLA I JUL Q11 7 ` 0 PGAMIT CENTEP City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director July 9, 2015 DAVID LAM 15213 28 AVE W LYNNWOOD, WA 98087 RE: Application No. D15-0024 LAM RESIDENCE 4021 S 126TH ST Dear DAVID LAM: Permit application D15-0024 for the work proposed at LAM RESIDENCE (4021 S 126TH ST) has not been issued by the City of Tukwila Permit Center. Per the International Building, Residential, and Mechanical Codes as well as the Uniform Plumbing Code and/or the National Electric Code, every permit application not issued within 180 days from the date of application shall expire and become null and void. Currently your application has a status of COMMENTS OUT and is due to expire 08/02/2015. If you still plan to pursue your project, you are hereby advised to do one of the following: 1) If the plan review is completed for the project and your application is approved, you may pick up the application before the date of expiration. At the time of permit issuance the expiration date will automatically be extended 180 days. -or- 2) If the plan review is not completed submit a written request for application extension (7) seven days in advance of the expiration date. Address your extension request to the Building Official and state your reason(s) for the need to extend your application. The Building Code does allow the Building Official to approve one extension of up to 90 days. If it is determined that your extension request is granted, you will be notified by mail. In the event that your permit is not issued, we do not receive your written request for extension, or your request is denied your permit application will expire and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Sincerely, Bill Rambo Permit Technician File No: D15-0024 (0 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director March 11, 2015 DAVID LAM 15213 28TH AVE W LYNNWOOD, WA 98087 RE: Correction Letter # 1 COMBOSFR Permit Application Number D15-0024 LAM RESIDENCE - 4021 S 126TH ST Dear DAVID LAM, This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: BUILDING DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size l 1x17 to maximum size of 2406; all sheets shall be the same size. New revised plan sheets shall be the same size sheets as those previously submitted.) (If applicable) Structural Drawings and structural calculations sheets by a registered engineer shall have a current signed stamp -seal. Architectural design sheets and documents by a registered architect shall also have a current signed stamp -seal. (BUILDING REVIEW NOTES) 1. Please provide a Geotechnical evaluation report of the site soils by a registered geotechnical engineer. Evaluation shall include load -bearing values of site soils for footings and provide recommendations for a footing drainage system including separate recommendations for down spout drainage system. Engineering calculations for footing soils load bearing specifications shall be consistent with the geo-tech report. 2. The site plan does not show a designed footing or roof -drain discharge system. Provide additional plan details to identify a footing drain or a crawl space water discharge system. Show roof drainage system or downspouts. The footing discharge system will generally be separate from the roof drain system. Refer to the geotechnical engineers report provided for any recommendations. Coordinate any combined discharge systems with the Tukwila Public Works Department. The intent is that groundwater will not accumulate in the basement or crawl space. (IRC R405.1, R408.6) 3. On the site plan provide a vicinity map identifying the location of this lot. Include notes specifying installation of fire sprinklers. Site plan shall also show location of fire hydrant with distance indicated and location of all utilities. 4. The topographical lines indicate more than 10 foot slopes for this site. On the elevation pages, show grade slope details to be consistent with any existing or proposed site slopes or finish grade. Elevations shall specify average grade plane dimensions to determine height of the house shall comply with maximum allowable height. If applicable, show stepped foundations and where they are located on the foundation plan. 5. Provide benchmark elevation marks for the site and show finish floor elevation (FFE) in relation to benchmark elevations. This is to verify height of the lot shall be graded to drain surface water away from foundation. The grade shall fall a minimum of 6 inches within the first 10 feet. (IRC R401.3) 6. The "Simple Heating System Size" form is not complete where the Insulation for "Attic and "Floors" R-factor was not selected. Provide a revised form specifying all necessary information. Mann c,.. 11------- n,...1.... ...1 c-7- 4Inn - T..1 ..:1 Txl 1: s nD 1OD - DL-.__')nc A91 IC'711 - "- nnl III I- 7. Show on the floorplan a bollard in the garage to protect the heating appliance subject to vehicle damage. Also show the heating appliance located a minimum of 18" off the floor. Specify anchorage for heating and water -heater appliances. (IRC M1307.2, M13073 & M1307.3.1) 8. Show on the plan a location for the attic access. 9. Provide a cross section of the deck that shows flashing details, framing details and specifies deck coating materials to include details for guardrails. 10. Elevation detail (right elevation) shows steps in front of the garage door. The steps are not shown on the site plan. Provide clarification and consistency in the drawings. 11. Revise the labels for elevations to be identified as North, East, South and West. PLANNING DEPARTMENT: Rebecca Fox at 206-431-3683 if you have questions regarding these comments. • See attached corrections letter. • 1. Tukwila Municipal Code 18.50.050.4 (Single Family Design Standards) requires that the house must have the front door facing the front yard. Provide new plans that orient the house toward the front yard, i.e. facing S. 126th Street. Show all required setbacks, meet height requirements, etc. 2. Tukwila Municipal Code 17.20.030.G.1 & 2 (Design and Improvement Standards for the Subdivision of Land — Landscaping) requires that each lot within a new subdivision or short plat of five lots or greater shall be landscaped with at least one tree in the front yard to create a uniform landscape. The landscaping shall conform with Public Works standards. Show the required tree on the plans. 3. Existing trees shall be retained to the greatest extent possible. Trees to be retained shall be flagged and have tree protection measures in place during construction. Trees that lie in steeply -sloping areas shall be subject to the tree preservation ordinance. Trees removed from slopes over 15% slopes shall be subject to the requirements of the "Tree Ordinance" (Tree Regulations, TMC 18.54). 4. The lot contains steep slopes. A geotechnical study shall be provided with the application. 5. Indicate the material to be used for the driveway. Information that was provided for public works permits indicated that pervious concrete or similar materials would be used. 6. Per Tukwila Municipal Code 8.25.020.E (Parking Limitations) No more than 50% of the front yard or 800 sf, whichever is smaller, may be approved durable uniform surface PW DEPARTMENT: Joanna Spencer at 206-431-2440 if you have questions regarding these comments. • 1) Provide a complete Traffic Concurrency Certificate Application for this Building Permit prior to Building Permit issuance. Test fee based on one single family residence is $300.00. (see enclosed application) 2) A Transportation Impact fee applies to this permit (see PW Bulletin A3-enclosed). Transportation Impact fee based on one single family residence in Zone 3 is $1,013.88; due at issuance of this Building Permit. 3) Due to presence of Class 2 Slopes on site (see attached City of Tukwila Geologic Hazard Map) owner shall sign with Notary a Sensitive Areas Ordinance Hold Harmless Agreement as part of this Building Permit. Agreement will be recorded at King County after Mayor signs the document. Public Works will prepare document for signature. 4) Owner shall sign with Notary a Hold Harmless Agreement for work inside the City Right -of -Way. 5) Your site is lot 3 of FARNUM a.k.a. Tukwila Short Plat No. L09-059 recorded under KC Recording no. 20120315900009, see attached. Due to soils conditions and site slopes on site, the site utility/grading/erosion control/storm drainage plan shall be prepared by a WA state licensed professional engineer. Please contact Mr. Brian Harron, P.E. of Patrick Harron & Associates, LLC, 14900 Interurban Ave S, Seattle, WA 98168, phone 206 674-4659, plat engineer of record to prepare a site specific site plan reflecting current field conditions. Permit PW08-163 plans are attached for reference. 7) Show WM, water, sewer and power/telecommunication services to the house. 8) Show all easements, existing drainage swale, downspouts and how the foundation drains and downspout drains 4.2nn Q ...i n,...r., —.4 c..: urnn - 'r..7. .*i.. rx7, 1.u.. _ nQIQQ - Dc.......7n,c 421 247f) - 17.... "fn.< 4.21 244c will tie to the proposed drainage system. Downspouts shall not connect to footing drains. Footing drain and downspouts may share a single discharge pipe downstream of the lowest footing drain. Show on -site drainage system including profile,if footing drain and downspouts are sharing a single discharge pipe. 9) Provide a cost estimate for site work and enter the amount on the 1 st page of the attached Bulletin A2. 10) Show existing and proposed contours in 2 ft intervals, FF elevation, existing and proposed spot elevations. Provide earthwork quantities; indicate on your site plan cu yards of cut and cu yards of fill. State the yardage that will be exported off the site. 9) Show a cross-section from the N to the S property line for the existing and proposed conditions including the building. 10) Provide earthwork calculations showing amount of cu yards of cut and cu yards of fill. How many cu yards of dirt need to be exported from the site. 11) Based on approved plat conceptual plat infrastructure system lot 3 cannot accommodate proposed house plan since 60ft wide space in the back is required for construction of the storm drainage system; refer to sheet 4 of 8. 12) Per short plat condition new driveway shall be pervious pavement, since it was not part of the new impervious storm water calculations in the (TIR) storm drainage report; refer to note 2 on page 1 of the short plat. 13) Proposed construction shall comply with the Geotechnical Engineering Report, by Cornerstone Geotechnical, Inc. dated June 9, 2006 and subsequent geotechnical reports. Please have the geotechnical engineer review your plans and update the geotechnical report reflect your current proposal. • 12) All utilities including power are required to be underground per City of Tukwila ordinance. Show on a plan sheet, existing and prior spot elevations for the cut and fill area including on -site and within the Public right-of-way. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, I can be reached at 206-431-3655. Sincerely, c Bill Rambo Permit Technician File No. D15-0024 Kenn Q,... L---.,,_ D....1,...,.aa 47nn - nQ1QQ - 137---.. 7nK 4a1 2�<7n - F7_..'1n-, 431 1'«< �� v� �®PY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D15-0024 DATE: 03/26/16 PROJECT NAME: LAM RESIDENCE SITE ADDRESS: 4021 S 126TH ST Original Plan Submittal Revision # before Permit Issued X Response to Correction Letter # 2 Revision # after Permit Issued DEPARTMENTS: ie �-i � y 0 Ai- c, -cf Building Division Fire Prevention Planning Division Public Works Structural ❑ Permit Coordinator ❑ PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: 03/29/16 Structural Review Required DATE: APPROVALS OR CORRECTIONS: DUE DATE: 04/26/16 Approved ❑ Approved with Conditions X10" Corrections Required ❑ Denied (corrections entered in Reviews) C (ie: Zoning Issues) Notation:_fi &� J REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: ❑■ 12/18/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D15-0024 PROJECT NAME: LAM RESIDENCE SITE ADDRESS: 4021 S 126 ST Original Plan Submittal DATE: 01/22/16 Revision # before Pen -nit Issued X Response to Correction Letter # 1 Revision # after Permit Issued DEPARTMENTS: / ATr• Building Divisi n Fire Prevention Planning Division Public Works jjj�Structural ❑ Permit Coordinator PRELIMINARY REVIEW: DATE: 01/26/16 Not Applicable ❑ Structural Review Required ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 02/23/16 Approved ❑ Approved with Conditions ❑ Corrections Required W— (corrections entered in Reviews) Notation: REVIEWER'S INITIALS: Denied ❑ (ie: Zoning Issues) DATE: Permit Center Use Only (�•. I CORRECTION LETTER MAILED: 3� Departments issued corrections: Bld Fire Pln PW Staff Initials: p g� ❑ g� ❑ 1 vl R/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D 15-0024 PROJECT NAME: LAM RESIDENCE SITE ADDRESS: 4021 S 126 ST X Original Plan Submittal Response to Correction Letter # DEPARTMENTS: nBuil�Iing Division 0 DATE: 02/02/15 Revision # Revision # before Permit Issued after Permit Issued . g�of/ Planning Division Co Fu�lic Works Structural ❑ Permit Coordinator PRELIMINARY REVIEW: DATE: 02/03/15 Not Applicable ❑ Structural Review Required ❑ (no approval/review required) Fire Prevention IN REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 03/03/15 Approved ❑ Approved with Conditions ❑ Corrections Required (corrections entered in Reviews) Notation: Denied ❑ (ie: Zoning Issues) REVIEWER'S INITIALS: DATE: Pernut Center Use Only CORRECTION LETTER MAILED: 1 Departments issued corrections: Bldg t&— Fire ❑ Pinglg— PW�j' Staff Initials: hle 12/18/2013 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site: hYy11www.ci.tukwi1a.wa.us REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: �1 a3, ZgDX(- Plan Check/Permit Number: ❑ Response to Incomplete Letter # ® Response to Correction Letter # 2 ❑ Revision # after Pen -nit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Lam Residence D15-0024 Project Address: 4021 SI 126 St Contact Person: L A-M� LkmanN Phone Number: p?OCo • & -7 Summary of Revision: LJ Sheet Number(s): _ vC :r1 ttMILA "Cloud" or highlight all areas of revision including date of revision 2016 1, OR 2 3 Received at the City of Tukwila Permit Center by: 06 ❑ Entered in TRAKiT on PERMIT CENTER \applications\forms-applications on line\revision submittal Created: 8-13-2004 Revised: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: �l� a� �` t� Plan Check/Permit Number: ❑ Response to Incomplete Letter # Response to Correction Letter # ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Project Address: `t ov2J S 1Z-&; - QT. Contact Person: be Phone Number: Z & - (y7-//, 46,959 Summary of Revision: 5r rt(P61,iAkQr/►Oh) •CoIr l= Dda n�� r o m 4'�rr'1ZaCtL RECEIVED CITY Of TUKWILA PERMIT. CENTER Sheet Number(s): "Cloud" or highlight all areas of revision including date of revisio Received at the City of Tukwila Permit Center by: (R' Entered in TRAKiT on GIs- 00d_11 Department of Natural Resources and Parks LQ Wastewater Treatment Division King County Residential Sewer Use Cerfifrication Sewage Treatment Capaefty h,,,argel * To be compIcAed for all new sewer conne ,zx)ns. re- •.Y..,_� connections, Or change Of use of existing connr,,; Lions. ® This form does not apply to repairs or replacerr nts of existing sewer connections within five years of dig:>c,Un . ct. Please Print or Type E4l property street Address City State ZIP Owner's Name Owner's Mailing Address City State ZIP Owner's Phone Number (with Area Code) Property Contact Phone Number (with Area Code) Party to be Billed (if different than Owner): Name For Icing County Use Only ACCOt.int fi` No. of Month!, Rate.__ 'N it DICK 20, k -' Zq 2 2s4 Sewer District / Agency Contact & Phone Number Date of Sewer Connection Side Sewer Permit Number -73Y 60 ,-0 ,6 1- U� Required: Property Tax Parcel Number Subdivision Name Subdivision Number Lot Number Block Number i_NA Fug lac : Building Name Street Address City State ZIP Residential Customer Please check appropriate box: Equivalent (RCE) Single-family (free standing, detached only) 1.0 Multi -Family (any shared walls): ❑ Duplex (0.8 RCE per unit) 1.6 El 3-flex (0.8 RCE per unit) 2.4 ❑ 4-Plex (0.8 RCE per unit) 3.2 ❑ 5 or more (0.64 RCE per unit) No. of Units x 0.64 = ❑ Mobile home space (1.0 RCE per space) No. of Spaces x 1.0 = If Multi -family, will units be sold individually? ❑ Yes °❑ No FEB 0 PEEi!' T I Please report any demolitions of pre-existing building on this property. Credit for a demolition may be given under some circumstances. Demolition of pre-existing building? ❑ Yes .N No Was building on Sanitary Sewer? *Yes ❑ No Was Sewer connected before 2/1/90? ❑ Yes ❑ No Sewer disconnect date: Type of building demolished? Request to apply demolition credit to multiple buildings? ❑ Yes ❑ No If yes, will this property have a Homeowner's Association? ❑ Yes �<No Pursuant to King County Code 28.84, all sewer customers who establish a new service which uses metropolitan sewage facilities shall be subject to a capacity charge. The amount of the charge is established annually by the Metropolitan King County Council as a rate per month per residential customer or residential customer equivalent for a period of fifteen years. The purpose of the charge is to recover costs of providing sewage treatment capacity for new sewer customers. All future billings can be prepaid at a discounted amount. Questions regarding the capacity charge or this form should be referred to King County Wastewater Treatment Division at 206-684-1740. 1 certify that the information given is correct. I understand that t capacity charge levied will be based on this information and any deviation will require resubmission of corrected CAta fo' termination of a revised capacity charge. Signature of Owner/Representative G%' ( Date Print Name of Owner/Representative i` D_ 'U 1�'�__ I" City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: hq://www.TukwilaWA.gov Part A: To be completedby applicant CERTIFICATE OF WATER AVAILABILITY PERMIT NO.: Site address (attach map and legal description showing hydrant location and size of main): 40 L1 -IQ)uTP( 1 2-& ` -1-ylA / LA, w A 9e i, 6 e -rA-Y 101'? �O 60- 0 66-7 - 05 Owner Information Agent/Contact Person Name: 1 jAV tD A^ , --rUyiAl L . FJ 4 4 YEAj Name: Address: 152-1.3 L-1U >v ?J'4&Z Address: Phone: Z06 - 3S 1 _ 178 Phone: This certificate is for the purposes of: 9 Residential Building Permit . ❑ Preliminary Plat ❑ Commercial/Industrial Building Permit ❑ Rezone l(; Estimated number of service connections and water meter size(s): _ Vehicular distance from nearest hydrant to the closest point of structure is Area is served by (Water Utility District): , WATER DISTRICT 125 Part B: To be completed bywater utility district 1. The proposed project is within 2. Q No improvements required. iN ❑ Short Subdivision ❑ Other Date 3. The improvements required to upgrade the water system to bring it into compliance with the utilities' comprehensive plan or to meet the minimum flow requirements of the project before connection and to meet the State cross connection control requirements: (Use separate sheet if more room is needed) 4. Based upon the improvements listed above, water can be provided and will be available at the site with a flow of 2 Ifoep gpm at 20 psi residual for a duration of 2 hours at a velocity of 15 fps as documented by the attached calculations. 5. Water av 7ability: RECEIVED Acceptable service can be provided to this project CITY OF T U K W I L A ❑ Acceptable service cannot be provided to this project unless the improvements in Item B-2 are met. ❑ System is not capable of providing service to this project. FEB 0 2 2015 PERMIT CENTER I hereby certify that the above information is true and correct. NQ Cou."-rl, Wwrl;R i 5TRi C:TrZJr Pu.t,A.c� / — 2 S•— js Agency hone G By Date $Lf `7 5-AP; &6--S. C1 -- 2® / 6, This certificate is not valid without Water District 125's attachment entitled "Attachment to Certificate of Water Availability" ls� 06 2J4- rt—pn-D or Short Install. H:WpplicationskF'orms-Applications OnLine12011-05 Water Availability.doc Revised: May 2011 Attachment tO Certificate Of Water Availability The following terms and conditions apply to the attached Certificate of Availability ("Certificate") 1. This Certificate of Water Availability is valid only for the real property referenced herein for the sole purpose of submission to the City of Tukwila ("City"). This Certificate is issued at the request of the City and is not assignable or transferable to any other party. Further, no third person or party shall have any rights hereunder whether by agency or as a third party beneficiary or otherwise. 2. The District makes no representations, expressed or implied, the applicant will be able to obtain the necessary permits, approvals and authorization from the City or any other applicable land use jurisdiction or governmental agency necessary before applicant can utilize the utility service which is the subject of this Certificate., . __ 3. As of the date of the issuance of this Certificate, the District has water available, to provide utility service to the real property which is the subject of this Certificate, and the utility systems exist or may be extended by the applicant to provide service to such property. However, the issuance of this Certificate creates no contractual relationship between the District and the applicant or the City, and the issuance of this Certificate may not be relied upon and does not constitute the District's guarantee that water utility service will be available to the real property at the time the applicant may apply to the District for such service. 4. Application for and the possible provision of District utility service to the real property which is the subject of this Certificate shall be subject to and conditioned upon the availability of water service to the real property at the time of such application, as well as all application for utility service, including conservation, water restrictions, and other policies and regulation then in effect. Applicant's Signature 1i1 Date District Representative /1 A.4 Date 1 -Z19-1S' RECEIVED CITY OF TUKWILA FEB 0 2 2015 PERMIT CENTER 3460 S 148th Suite 100 ,�+'^�^^� Seattle, WA 98168 !eI'i" Phone: (206) 242-3236 ' ! Fax. (206) 242-1527 CERTIFICATE OF SEWER AVAILABILITY / NON AVAILABILITY Residential: $ 50� Commercial: $ 700.00 ('. Certificate of Sewer Availability OR (, Certificate of Sewer Non -Availability Part A: (To Be Completed By Applicant) Purpose of. Certificate: N Building Permit ❑ Preliminary Plat or PUD ❑ Short Division ❑ Rezone ❑ Other Proposed Use: ❑ Commercial Residential Single Family ❑ Residential Multi -Family ❑ Other Applicant's Name Va utm, YA4 n Phone Number 706-3S1-T7t7 Property Address # 2_ t Igo -�t�Ji1-�1 WAt gg�G� Tax Lot Number '�34-0 :62p=0(67 p Legal Description (Attach Map and legal Description if Necessary); Part B: (To be Completed by Sewer Agency) a. A Sewer Service will be provided by side sewer connection only to an existing b „ size sewer 1. ❑ Fo7 feet from the site and the sewer system has the capacity to serve the proposed use. OR ❑ b. Sewer service will require an improvement to the sewer system of: (1) feet of sewer trunk or lateral to reach the site; and/or ❑ (2) The construction of a collection system on the site and/or (3) Other (describe) 2. Must be completed if 1. b above is checked a. The sewer system improvement is in conformance with a County approved sewer comprehensive plan, OR ('; b. The sewer system improvement will require a sewer comprehensive amendment. 3. C a. The proposed project is within the corporate limits of the District, or has been granted Boundary Review Board approval for extension of service outside the District. OR (`; a. Annexation or BRB approval will be necessary to provide service. 4. Service is subject to the following; Permit $ /off a. District Connection Charges due prior to connection: GFC: $ �S'p �" SFC: $ j 90 O�� Unit: $ Total $ 2 S:�-50 7 (Subject to Change on January 1 st) Either a King County/METRO Capacity Charge, SWSSD or Midway Sewer District ConnffPPrLIVED Charge may be due upon connection to sewers. CITY OF TUKWIL b. Easements: ❑ Required ❑ May be Required FEB 0 2 2015 Ohl c. Other �. PERMIT 'ENTER I hereby certify that the above sewer agency information is true. This certification shall be valid for one year from the date of signature. By ��oc� %,I r, Title Date / Z k -ZO/s ATTACHMENT TO VALLEY VIEW SEWER'DISTRICT CERTIFICATE OF SEWER AVAILABILITY/NON-AVAILABILITY The following terms and conditions apply to the attached Valley View Sewer District ("District") Certificate of Sewer Availability/Non Availability ("Certificate") 1. This certificate is valid only for the real property referenced herein ("Property") which is in the District's service area, for the sole purpose of submission to the King County Department of Development and Environmental Services, King County Department of Public Health, City of Seattle, City of Tukwila, City of Burien and/or City of SeaTac. This certificate is between the District and the applicant only and no third person or party shall have any rights hereunder whether by agency, third -party beneficiary principles or otherwise. 2. This Certificate creates no contractual relationship between the District and the applicant and its successors and assigns and does not constitute and may not be relied upon as the District's guarantee that sewer service will be available at the time the applicant may apply to the District for such service. 3. As of the date of the District's signature on this Certificate, the District represents that sewer service is available to the Property through sewer systems that exist or that may be extended by the applicant. The District makes no other representations, express or implied, including without limitation that the applicant will be able to obtain the necessary permits, approvals and authorizations from King County, City of Seattle, City of Tukwila, City of Burien, City of Seatac or any other governmental agency before the applicant can utilize the sewer service which is the subject of this Certificate. 4. If the District or the applicant must extend the District's sewer system to provide sewer service to the Property, the District or applicant may be required to obtain from the appropriate governmental agency the necessary permits, approvals and authorizations. In addition, the governmental agency may establish requirements that must be satisfied as a condition of granting any such permits, approvals or authorizations, which may make impractical or impossible the provision of sewer services to the Property. 5. Application for and possible provision of sewer service to the Property shall be subject to and conditioned upon availability of sewer service to the Property at the time of such application, and compliance with federal, state, local and District laws, ordinances, policies, and/or regulations in effect at the time of such application. i acknowledge that l have received the Certificate of Sewer Availability/Non -Availability and this attachment, and fully understand the terms and conditions herein. Applicant's signature Date IZ-61 1/5-- General Facility Charge and System Facility Charge to increase in 2015 After 17 years with no change in either the General Facility Charge (GFC) or the System Facility Charge (SFC) Valley View will be increasing both the GFC and SFC in 2015. The GFC which has been set at $850.00 since 1997 will go up to $4,033.00. The SFC which has been set at $1900.00 since 1997 will go up to $8,100.00. The SFC, however, will be limited in use. Most new connections to sewers will only be required to pay a GFC. This is intended to give you notice of this planned increase in connection charges. Please take this information into consideration when budgeting for future projects which will require connection to sewers. These new charges will take effect on April 15Y, 2015. CITY OF TUKWILA Permit Center/Building Division 206 431-3670 • Department of Community Development Public Works Department • 6300 Southcenter Boulevard, Tukwila, WA 98188 2o6 433-0179 Telephone: (2o6) 431-367o FAX (2o6) 431-3665 Planning Division 2o6 431-3670 AFFIDAVIT IN LIEU OF CONTRACTOR REGISTRATION PERMIT NO: oO� l STATE OF WASHINGTON) ) ss. COUNTY OF KING ) DAy) D V , Lr F I V ! , states as follows: [please print name] 1. I have made application for a permit from the City of Tukwila, Washington. 2. I understand that state law requires that all building construction contractors be registered with the State of Washington. The exceptions to this requirement are stated under Section 18.27.090 of the Revised Code of Washington, a copy of which is printed on the reverse side of this Affidavit. I have read or am familiar with RCW 18.27.090. 3. I understand that prior to issuance of a permit for work which is to be done by any contractor, the City of Tukwila must verify either that the contractor is registered by the State of Washington, or that one of the exemptions stated under RCW 18.27.ogo applies. 4. In order to provide verification to the City of Tukwila of my compliance with this requirement, I hereby attest that after reading the exemptions from the registration requirement , f RCW 18.27.090, I consider the work authorized under this permit to be exempt under number and will therefore not be performed by a registered contractor. 5. I understand that the licensing provision of RCW 19.28.161 through 19.28.271 shall not apply to persons making electrical installations on their own property or to regularly employed employees working on the premises of their employer. The proposed electrical work is not for the construction of a new building for rent, sale or lease. I understand that I may be waiving certain rights that I might otherwise have under state law in any decision to engage an unregistered contractor to perform construction work. g10N E1ArZ 1A/p ro �O emu; r OF W Age \`Z 1\\\\� Owner Owner's Agent* Signed an sworn to before me this day of 20. NOTARY PUBLIC in and for the State of Washington Residing at L� , `County Name as commissioned: %c�a,(/I-tom�L:l` My commission expires: 1 D q 1ZP-0 �� 18.27.000 Exemptions. The registration provisions of this chapter do not apply to: i. An authorized representative of the United States government, the state of Washington, or any incorporated city, town, county, township, irrigation district, reclamation district, or other municipal or political corporation or subdivision of this state; 2. Officers of a court when they are acting within the scope of their office; 3. Public utilities operating under the regulations of the utilities and transportation commission in construction, maintenance, or development work incidental to their own business; 4. Any construction, repair, or operation incidental to the discovering or producing of petroleum or gas, or the drilling, testing, abandoning, or other operation of any petroleum or gas well or any surface or underground mine or mineral deposit when performed by an owner or lessee; 5. The sale of any finished products, materials, or articles of merchandise that are not fabricated into and do not become a part of a structure under the common law of fixtures; 6. Any construction, alteration, improvement, or repair of personal property performed by the registered or legal owner, or by a mobile/manufactured home retail dealer or manufacturer licensed under chapter 46.7o RCW who shall warranty service and repairs under chapter 46.7o RCW; 7. Any construction, alteration, improvement, or repair carried on within the limits and boundaries of any site or reservation under the legal jurisdiction of the federal government; 8. Any person who only furnished materials, supplies, or equipment without fabricating them into, or consuming them in the performance of, the work of the contractor; 9. Any work or operation on one undertaking or project by one or more contracts, the aggregate contract price of which for labor and materials and all other items is less than five hundred dollars, such work or operations being considered as of a casual, minor, or inconsequential nature. The exemption prescribed in this subsection does not apply in any instance wherein the work or construction is only a part of a larger or major operation, whether undertaken by the same or a different contractor, or in which a division of the operation is made into contracts of amounts less than five hundred dollars for the purpose of evasion of this chapter or otherwise. The exemption prescribed in this subsection does not apply to a person who advertises or puts out any sign or card or other device which might indicate to the public that he or she is a contractor, or that he or she is qualified to engage in the business of contractor; io. Any construction or operation incidental to the construction and repair of irrigation and drainage ditches of regularly constituted irrigation districts or reclamation districts; or to farming, dairying, agriculture, viticulture, horticulture, or stock or poultry raising; or to clearing or other work upon land in rural districts for fire prevention purposes; except when any of the above work is performed by a registered contractor; owner* who contracts for a project with a registered tractor, except that this exemption shall not deprive the owner of the protections of this chapter against registered and unregistered contractors. The exemption prescribed in this subsection does not apply to a person who performs the activities of a contractor for the purpose of leasing or selling improved property he or she has owned for less than twelve months; 12.* Any person working on his or her own property, whether occupied by him or her or not, and any person working on his or her personal residence, whether owned by him or her or not but this exemption shall not apply to any person who performs the activities of a contractor on his or her own property for the purpose of selling, demolishing, or leasing the property; 13. An owner* who performs maintenance, repair, and alteration work in or upon his or her own properties, or who uses his or her own employees to do such work; 14. A licensed architect or civil or professional engineer acting solely in his or her professional capacity, an electrician certified under the laws of the state of Washington, or a plumber certified under the laws of the state of Washington or licensed by a political subdivision of the state of Washington while operating within the boundaries of such political subdivision. The exemption provided in this subsection is applicable only when the person certified is operating within the scope of his or her certification; 15. Any person who engages in the activities herein regulated as an employee of a registered contractor with wages as his or her sole compensation or as an employee with wages as his or her sole compensation; 16. Contractors on highway projects who have been prequalified as required by RCW 47.28.070, with the department of transportation to perform highway construction, reconstruction, or maintenance work; 17. A mobile/manufactured home dealer or manufacturer who subcontracts the installation, set-up, or repair work to actively registered contractors. This exemption only applies to the installation, set-up, or repair of the mobile/manufactured homes that were manufactured or sold by the mobile/manufactured home dealer or manufacturer; , 18. An entity who holds ,a;val d;electricaltorifractor's license under chapter 19.28`;ACW fh. at employs a,certified journeyman electrician, a certified resiAdritial`specialty electrician, or an electrical trXinee'meeting!he requirements of chapter, 9 28 RCW to perform plumbing work that is incidentaN,,;'directly, and,immediately appropriate to the like mJkind replacement of a household appliance or other small household utilization equipment that requires limited electric power and limited -waste and/or water connections An electrical trainee must be supervised by a certified electrician while performing plumbing work. * Per Washington State Department of Labor and Industries lessee has been interpreted to be equivalent to owner for purposes of exemptions. NGUYEN & LAM RESIDENCE SW 1/4 OF SEC 10, TWP 23, RGE 4, CITY OF TUKWILA, WA LE. 72,4% Ej i r rtr,�=iuo.�i — - , L �.24fS / u-..''.r•� Q E' i a:' \ h e �anps ave ee 2 �`\ N IIE�_966776( ) \` I `�l� corks Department for conformance with current c. 1 \ ::, ;� \ \ � f1�-,• A- .1+�• •�_,� � �.,, City standards. Acceptance is subject to errors and . I\ omissions which do rl�ot authorize violations of 'R ' ) I \ adopted standards or ordinances. The responsibility - =100.00— I , for the adequacy of th design rests to with the \ designer. Additions, deletions or revisions to these r ! e ��11 void this acceptance II \ II r 5 \ I ? .. drawings after this date and will require a resubmi\tal of revised drawings PROPOSED / I' a I % `val. , for subsequent appro SINGLE FAMILY q - - - - N\ OPOSED S NGLE I I \/ .: 4 RESIDENCE ' r li FA ILYRESIDE CE II // I `•{: y Final acceptance is subject to field inspection b 101.00 i� �' I \ `— I �CC� DRAIN /I %!� ' �;\::'..' \ ,' ' :,..'- \'`� the Public Works utilities inspector - _ \ II II \ �\ \ �, I �`.,,.., : •.. (:' Date: }71, \ -�, dNi 1 �. L INE' 015t�pi �t 2© ��72 /o�� \ \ r ; - r- It L { � GARAGE-M.00/ L \•.-'' i I \ I A 1 i PROPO ED SINGLE I._\ �':RESIDENCE FEE=IO2.00 :---.....:,.\., 1F __ i l[ r-- Jam - ell 10' STORM EASEMENT (PRIVATE) 4 o �— 60— r 20120314001152 N39'17391V 61.50' — — — --- •. SIlS9°IT39'LV N. 61.50' —. � ; I 92-69' ... \ � SS��H CB 5' REVISf'nNS N �c'han } s sh^41 ba rage to the scope p1or r•..pI,rt3v21 of Cc=«ing Division_ ' rcgLsm a ns±r plan sutmnittal and my in:;Iuda aditonal plan review fees. RI11.1=65.29 RIM=84.25 I.E.=55.66(N) 101 STORM DRAI N AGE EASEM EN 1 i I.E.=55.56(S) (-A20970725001690) FOR PAKCEL A o N LY PROJECT INFORMATION DEVELOPMENT DATA: PROJECT NAME SITE AREA SITE ADDRESS ACCESSOR'S PARCEL NUMBERS ZONED MINIMUM LOT SIZE SETBACKS FRONT SECOND FRONT SIDE YARD REAR YARD BUILDING HEIGHT (MAX) UTILITIES: SEWER DISTRICT WATER DISTRICT POWER TELEPHONE FIRE DISTRICT LAM RESIDENCE 0.19 ACRES (8,149 SF) 4021 S 126TH STREET TUKWILA WA, 98188 734060-0667 LDR 6,500 S.F. 20 FEET 10 FEET 5 FEET 10 FEET 30 FEET VAL VUE DISTRICT 125 PSE QWEST TUKWILA PROJECT TEAM PROJECT ENGINEER: BRIAN G. HARRON, PE PATRICK HARRON & ASSOCIATES, LLC 14900 INTERURBAN AVENUE S #279 SEATTLE, WA 98168 206-674-4659 PROJECT SURVEYOR: TERRY FERGUSON, PLS BASELINE ENGINEERING, INC. 1910 64TH AVENUE W TACOMA, WA 98466 253-565-4491 PROJECT CONTACT: bmAlV U. ry/'1mmulV, rr- PATRICK HARRON & ASSOCIATES, LLC 14900 INTERURBAN AVENUE S #279 SEATTLE, WA 98168 206-674-4659 SURVEY INFORMATION LEGAL DESCRIPTION: RIVERSIDE INTERURBAN TRS LOT 3 OF TUKWILA SP L09-059 RECORDING #20120315900009 SD SP LOCATED IN LOT 45 OF SD PLAT BASIS OF BEARING: BASED UPON THE MONUMENTED WEST LINE OF THE NORTHWEST QUARTER OF SECTION 10-23-04E. BEARING: N01'44'34"E VERTICAL DATUM: CITY OF SEATTLE VERTICAL DATUM (NAVD 1988) BENCHMARK: CITY OF SEATTLE BENCHMARK NO. 93V-599; FOUND COPPER TACK IN LEAD. ELEVATION = 19.76'. VERIFY AT EXISTING SSMH 45.64' WEST OF INTERSECTION OF S. 126TH STREET AND 41ST AVE. S. RIM = 105.95 NOTE THIS RESIDENCE REQUIRES FIRE SPRINKLER INSTALLATION. SEPARATE PERMIT R-r-01J]1IED FOFL: \ L-�,',►,� 0chaniod \ j [�Isctrical [ErPiumbing was Piping City of Tukwila BUtl.Pj!'NG DIVISION '. \x \ s rtstr, Tuk*il `�\ ++ A - _ s aYar, $t tl� S, YC Z S'- s 1t St $atTu+ xx y2mh St f p m $ t20th' P1 3 •AIIBgtann m � tn :, d 4 4 4 .:,� d• �. z z v -�� V--�.m v _vim• q� 'A : \1 f } \ 900 �+ SITE \ 5126SL$t --m x R•S , tr\ a } PROPOSED IMPERVIOUS AREA INVENTORY NEW DRIVEWAY 490 SF FRONT WALKWAY/PATIO 110 SF NEW RESIDENCE 1,930 SF BACK PATIO 270 SF NEW IMPERVIOUS AREA 2,800 SF EARTHWORK QUANTITIES (PERMIT PURPOSES ONLY) EXISTING GRADE VS. FINISHED GRADE CUT 480 CY FILL 450 CY TOTAL 930 CY NET 30 CY CUT THESE QUANTITIES ARE FOR THE ESTABLISHMENT OF A CLEARING AND GRADING PERMIT ONLY AND SHALL NOT BE CONSIDERED TO INDICATE A BALANCED SITE OR ACTUAL CUT AND FILL QUANTITIES REQUIRED BY THE CONTRACTOR. THE ABOVE GRADING VOLUMES ARE FROM NEAT -LINE EXISTING GRADE TO FINISHED GRADE CALCULATIONS AND MAKE NO ALLOWANCE FOR STRIPPINGS, GRAVEL, PAVEMENT SECTION MATERIALS, UTILITY EXCAVATIONS, AND VOLUMES LOST AND GAINED THROUGH EXPANSION AND COMPACTION OF CUT AND FILL MATERIALS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR DETERMINING HIS OWN QUANTITIES FOR BIDDING PURPOSES AND SHALL NOT HOLD THE ENGINEER OR OWNER RESPONSIBLE FOR ANY ERRORS IN HIS BID QUANTITIES RESULTING FROM THE ABOVE APPROXIMATE EARTHWORK QUANTITIES. a?�� t. f 01f- VICINITY MAP NTS COVER LEGEND EXISTING PROPOSED O FOUND REBAR (AS NOTED) CB (TYPE 1) STMH (TYPE 2) --@ATE- OVERHEAD CABLE TV LINES SANITARY SEWER MH WATER VALVE —GHE OVERHEAD ELECTRIC LINES ® WATER METER/SERVICE —UGE— UNDERGROUND ELECTRIC LINES FIRE HYDRANT UTILITY POLE G GAS LINES GUY WIRE SS— SANITARY SEWER LINES � LIGHT POLE SIGN ---DELI:— OVERHEAD TELEPHONE LINES WELL W WATER LINES MAIL BOX EXISTING RIGHT OF WAY -�E— FENCE (AS NOTED) PROPERTY LINE E GUY ANCHOR STORM DRIANAGE LINE SEWER LINE Q PAD MOUNTED TRANSFORMER WATER LINE -`�- ASPHALT UTILITY POLE t --- UTILITY POLE W/LUMINAIRE SS SANITARY SEWER MANHOLE Z SANITARY SEWER STUB JQ FIRE HYDRANT copy YM ® WATER METER WV M WATER VALVE ice: ;�,air :l is subject to errors and omi,, C3 MAIL BOX Of ry7- ►uadon documents dohs not SIGN (AS NOTED) t ,_'vi t�lGt aut it O amy adoptod code or ordinance. R DRILL HOLE/TEST PIT ir? app o' `- W` 'of Copy and Condit' no- is acknowk •X)l CONIFEROUS TREE By, Date: • DECIDUOUS TREE City Of Tukwila ASPHALT BUILDING DIVISIODI THE CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR THE LOCATION AND PROTEC71ON OF ALL EXISTING UTILITIES THE CONTRACTOR SHALL VERIFY ALL U7ILITY LOCATIONS PRIOR TO CONSTRUCTION BY CALLING THE UNDERGROUND LOCATE LINE AT 1-800-424-5555 A MINIMUM OF 48 HOURS PRIOR TO ANY EXCAVATION. REVrEWED FOR ODE CCiMPLIANCE APPROVED APR 19 2016 r� - i i � rl 'Ttlkwnl WILDING DIVISION APPROVED FOR CONSTRUCTION DATE CITY ENGINEER Z O U) II.- o X w U) WN W iy- W 7 W J 0 0 U) — W 0 W Z W CD .� U) � C �- N C6 06 a' N � as .� Cl) X 0 a E mQ�c C W C O MV,t: -2� s _ �> C6 Y (� 5 r N .. o a) .. 0) m a.� 1' 1PR�. NO. DSN. BY: CAI 15116 SC DWN. BY: CHK. BY: DF BGH W � Qw J W W I- 00 06 ro) Z:co Z U) N W �yWr O Y DCn �n V N o Z EIVE CITY TUK MILA MAR 23216 PERMIT CENTER DATE 3/21/16 BY DATE UTILITIES SUPERINTENDENT SCALE APPROVAL EXPIRES. DRAWING NO. ERRORS OR OMISSIONS ARE THE SOLE RESPONSIBILITY OF THE OWNER, ARCHITECT, ENGINEER, ANDIOR CONTRACTOR. OF 3 GENERAL NL7TEE: 1. GRAVEL STRIP 13 LF 2. ROOF DRAIN 4-0 RIGID PVC(TYP) 0.5% MIN. 3 F0077NG DRAIN 4-0 RIGID PVC, LAID W/ PERFORATED FACING DOWNWARD (TYP) 4. PROPOSED LOT 2 WALL (SEE REFERENCE NOTES) 5. LEVEL TRENCH W/PERFORATED PIPE 10'L x 2'W x 1.5D 93' FG MIN. (SEE REFERENCE NOTE 3) LEVEL TRENCH SHALL BE PARALLEL TO CONTOURS 6. POWER CONNECTON 7. SANITARY SEWER CONNECTION 8. PATCH EXIS77NG DRIVEWAY CURB CUT 9. 5' PRIVATE WATER LINE EASEMENT (120120314001151) 10. FUTURE CB TYPE 1 RIM 86.00 6- PVC lE 83.58 (E) 8- PVC lE 8J.48 (NW) 6- PVC IE 83.58 (N) (CB TO BE CONSTRUC7ED W/ LOTS 2 AND 5 PER APPROVED BUILDING PERMIT) 11. SLOTTED TRENCH DRAIN 12. CONNECT TO ROOF DRAIN 13. WATER CONNEC7ON 14. EXCAVATION LIMITS EXCAVATE ALL UNSUITABLE MATERIAL (5-6 FEET) UNTIL FIRM AND UNYIELDING MATERML IS REACHED. EXCAVATED AREA SHALL BE BACKFXLED WITH S7RUC7UR4L MATERIAL AS DEFINED BY 774E GE07ECH REPORT-S7RUCIUR4L FILL." PAGE 6. 15. FOOTING DRAIN 410 PVC. CON7RACTOR CAN CONNECT FOOTING DRAIN TO DOWNSPOUT. CONNECT DOWNS7REAM FROM F0077NG DR41N WHEN DOWNSPOUT ELEVATION IS 12- OR LOWER THAN BUILDING FOOTINGS. 16. 47 LF ROOF DRAIN 4-0 PVC (SLOPE TO DRAIN) CONTRACTOR HAS AUTHORITY TO ADJUST LOCA77ON OF DOWNSPOUT CONNECTION TO FIT SI7E COND177ONS. 17. CATCH BASIN TYPE 1 TO BE CONSTRUCTED W/ LOTS 2 AND 5 PER APPROVED BUILDING PERMIT 18. YARD DRAIN W/SOLID UD RIM: 93.00 6- PVC IF 91.50 (NE) 6- PVC IE 91.00 (W) 19. 10' PRIVATE STORM DRAINAGE EASEMENT &20120314001152) 20. 42 LF 8-0 PVC (SLOPE TO DR41N) 21. OVERFLOW PIPE 22. 17 LF 6.0 PVC (SLOPE TO DR41N) 23. SHRUB BED (TYP) 24. CORNUS KOUSA ISATOMI-/KOREAN DOGWOOD MIN. 2- CALIPER REFERENCE: 1. LOT 2 & 5 SITE PLANS PROVIDED BY PBG ENGINEERING AND ARE SHOWN FOR REFERENCE ONLY. 2. TOPOGRAPHIC SURVEY PROVIDED BY BASELINE ENGINEERING, INC. J. CON T S A ORITY O O T CH v-AfiD_`1YAkbON MO S. 4. ALL U77LMES INCLUDING POWER ARE REQUIRED TO BE U ER RO D P R CITY TUKWILA INANCE. 'GEOTECHNICAL ENGINEERING STUDY PROPOSED RESIDENCES . 4OXX SOUTH 126TH STREET TUKWILA, WA- PREPARED 13Y GF-0-1. �v m vy NOTE 9) i1 U.) I ;` LOT 3 11 , 1 EG: 105.60 I✓' �� . OSED SINGLE � I 0 I � I i I I I FG: \104.00 \ FG: 104.00 \ I FAI�IIL Y RESID�IUCE , I F E=101.0019 I� 'i \• - \ 9 I� /\ t14 co co 4 1 1 V I A l 2.54 N \ 300 co _ o �� v TOW 101 ; b1 EG: \ I 0 , BOW 98 S FG: COVERED \\ ,; i �.,\\ \\� \ _ - - - - - tt) I DECK V ; i ,' 10 r 1 O \ �� ,J - - _ FUTURE DECK �, P , \ \ i 'BUILDER TO ADD CONC. STEPS AS REQUIRED (2 N STEPS HAVING 7" R/s RS) 16 m \ 4 ti EG: 7.26 \ FG: 7.08 \\ EG: 100.27 \ CD FG: 100.50 1 C 1 /i 6. LOT 4 /•° °. -4D- . j p ► T • t e. s ► gtho-ENCE '1 .V 3 ETs ° ►D. p e GARAGE=10100 r �I I - / N . 1 \ 1 V-- - - (` f �p ' � ! 01 Im I ! - - PROPO TINGLE I _ F ICY RESIDENCE REVtwED FOR _ ODE COMPLIANCE I 9 1 \ \ \ iI. r - _ FEE=102.00 i �----����- �25' BSBL =-_o , t� APPROVED � /'-\ _ \ - ;I N --APR 19 2016 r1 i s _ - 1 I ! 1 10' BSBL 10901739"W 61.50' 2, _ 18 ET 3 - - _ _ - _ - _ ti C€��� TDIVISIO v�_ __ _ 1s _ o II EG FG: 88. _�8963 5 Eu3 _ FG: .- ---- --- - ---- --- � � - - - - - - •I COVERED �„� r-- �� � ------_-- ---- _ Dom, �_ I --_ -_ --_ - -- - �� -- ---- _--------------_ --- 1 K� �.x� ----_ -----� ------_-_--_- --- - _- ..-...-.77 ..- - e--_ - �..._... 1+00 --- ... ... o � I 200 .5 m WOOD APPROVED FOR CONSTRUCTION DATE CITY ENGINEER BY DATE UTILITIES SUPERINTENDENT APPROVAL EXPIRES: ERRORS OR OMISSIONS ARE THE SOLE RESPONSIBILITY OF THE OWNER, ARCHITECT, ENGINEER, AND/OR CONTRACTOR. m') o z O U) z d O U) U > W Qf 0 W Q N co co CD co rn ca(D m c a- N od CD •� N C (n X -L to LL U Cc w ti -2 �-cfls 2 i cfl Umo �N � Q C O �=a PROJ. NO. DSN. BY: 15116 SC DWN. BY: CHK. BY: DF I BGH � W U QW J Z w� W �co 06 0 u)� rn 3: Q Z U) 14 Q W w i' o N ,�r� It ZR IVED CITY UKIA ILA MAR 2 3 201 PERMIT CENTER DATE 3/21 /16 SCALE: DRAWING NO. OF 3 PROPERTY LINE FLUUUhU CLEAN OUT (TOTAL 90' REQUIRES CLEAN OUT) LONG SWEEP BEND PLUGGED ADDRESS CLEAN-tE •-�111111111 . -SOIL PIPE ADAPTER 161114. SEWER PIPE EXISTING i50 MAX SEPTIC r INSPECTION TEE AT CITY Rrw LINE CLEAN OUT 6'PLUG 6'x6'x4'WYE 6' SMER PIPE STREET SEWER MAIN NOTES:• ---SADDLE AT EXISTING MAIN 1. MATERIALS AND INSTALLATION CHAPTER 8 OF THESE STANDARDS. Z DECOMMISSION SEPTIC TANK PER CHAPTER 8 OF THESE STANDARDS AND KING COUNTY HEALTH DEPARTMENT. 3. WATER AND SEWER LINE SEPARATION 10' HORIZONTALLY. IF WATER AND SEWER LINES CROSS, SEWER SHALL BE AT LEAST 18" BELOW THE WATER LINE. 4. STANDARDS FOR SEWER MAIN APPLY TO CONNECTIONS LONGER THAN 15T FROM THE MAIN. SEE CHAPTER 8. Nt1TT0 SCALE SANITARY SIDE SEWER CityO RESIDENTIAL SHE1 Ti SS-02 �* TulovilaREVISION 111: 08.03 1 LAST REVISION: 12.04 APPROVAL: B. SFIELTON SW 1/4 OF SEC 10, TWP 23, RGE 4, CITY OF TUKWILA, WA -11r RAISE 41r WIDE BORDER CAST IRON RING AND COVER MOTTO SCALE SANITARY SIDE SEWER i CLEAN -OUT SHEET_ SS-03 LtEEVlsuiw a't: 08.03 .1 fit i1a I APPROVAL- B. SHELTON ME I ER INSTALLED E Y CITY 1711I'54� GRWNII LINE ZV i GRAVEL GRAVEL TO LAIN AI SERVICE TYPE K COPPER -TYPE K COPPER PIPE - PVC - POLY ETHYLENE 314" OR 1" PARTS LIST- 1 - I"COUPLINGS MUELLER 110 X ANGLE STOP - BALL 1 -1" OR 3/4" CORP STOP - BALL 1 - TAILPIECE WITH FEMALE IRON PIPE THREAD NOTES: 1- NO METER BOXES IN SIDEWALKS AND DRIVEWAYS WHERE POSSIBLE. 2. USE CLEAN 518" MINUS CRUSHED ROCK TO BACKFILL AROUND CORP STOP AND SERVICE LINE. 3. REFER TO CHAPTER 7 OF THESE STANDARDS. NOT TO SCALE ca City METER 3/4" OR 1" SHEET: WS•01 s� .'°TulovilaREVISION s1: 08.03 APPROVAu B. SHELTON THE CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR THE LOCATION AND PROTEC71ON OF ALL EXISTING UTIL171ES THE CONTRACTOR SHALL VERIFY ALL U71UTY LOCATIONS PRIOR TO CONSTRUCTION BY CALLING THE UNDERGROUND LOCATE UNE AT 1-800-424-5555 A MINIMUM OF 48 HOURS PRIOR TO ANY EXCAVATION. These plans have been reviewed by the Public Works Department for conformance with current City standards. Acceptance is subject to errors and omissions which do not authorize violations of adopted standards or ordinances. The responsibility for the adequac-- of the design rests totally with the designer. Additions, deletions or revisions to these drawings after this date will void this acceptance and will require a resubmittal of revised drawings for subsequent approval. - - Final acceptance is subject to field inspection by - the Public Works utilities inspector. Date: By: ' VOWED FOR eof)E COMPLIANCE �' APPROVED . APR 19 2016 f city of TulcWlta BUILDING DIVISION APPROVED FOR CONSTRUCTION BY DATE CITY ENGINEER nil Z O P a U to W 0 W Q z 0 W W (D N co CU d 06 U aS aCD i n -Zt cfl a1 CD N 5.. n W : V- CD O � C a ti (0 C ►- CD . co 4 o •- C N N c .. o PROJ. NO. DSN. BY: 15116 1 SC DVVN. BY. CHK. BY: DF I BGH W � U �C J W W WDO �( 06 0 I- = rn Z U! N W W Q i' ry o N RIVE Y ZTUK ILA MAR 2 3 2013 PERMIT CEN ER DATE DATE UTILITIES SUPERINTENDENT SG" APPROVAL EXPIRES: ERRORS OR OMISSIONS ARE THE SOLE RESPONSIBILITY OF THE OWNER, ARCHITECT, ENGINEER, AND/OR CONTRACTOR. 3/21 /16 DRANANG NO. OF 3 GENERAL NOTES CODES: DESIGN IS IN ACCORDANCE WITH THE 2012 INTERNATIONAL RESIDENTIAL CODE (IRC) AS AMENDED BY THE LOCAL BUILDING DEPARTMENT. LIVE LOADS: ROOF 95 PSF (PG) FLOOR. 40 PSF DECKS_ AO PSF LATERAL -WIND EXPOSURE B 110 MPH SEISMIC PER ZONE D 51TE WOW: UNLESS A SOILS INVESTIGATION REPORT BY A LICENSED SOILS ENGINEER IS PROVIDED THE FOUNDATION DESIGN IS BASED UPON AN ASSUMED AVERAGE SOIL BEARING CAPACITY OF 1500 PSF. EXTERIOR FOOTING SHALL BEAR IS' MINIMUM BELOW FINISHED GRADE UNLESS NOTED OTHERWISE. ALL FOOTINGS TO BEAR ON FIRM, UNDISTURBED EARTH BELOW ORGANIC SURFACE SOIL. ALL BACK FILL MATERIAL SHALLBE THOROUGHLY COMPACTED. FOUNDATION VENTS SHALL NOT INTERFERE WITH DIRECT LOAD PATH OF COLOMNS. INSULATION AND M015TURE PROTECTION: UNLESS NOTED OTHERWISE, INSULATION SHALL CONFORM TO THE WASHINGTON STATE ENERGY CODES. INSULATION BAFFLES TO MAINTAIN 1-1 INCH CLEAR SPACE ABOVE INSULATION. BAFFLES TO EXTEND 6-INCHE5 ABOVE BATT INSULATION. BAFFLES TO EXTEND 12-INCHES ABOVE LOOSE FILL INSULATION_ INSULATE BEHIND BATHTUBS, SHOWERS, PARTITIONS AND CORNERS. FACE STAPLE BATT. FRICTION FIT FACED BATT. USE 4 MIL (0.004') POLYETHYLENE VAPOR BARRIER AT WALLS. USE PVA PAINT WITH A DRY CUP PERM RATING OF ON (MAX) R-10 INSULATION UNDER ELECTRIC WATER HEATERS. I. EXTERIOR JOINTS AROUND WINDOWS AND DOOR FRAMES, OPENINGS BETWEEN WALLS AND FOUNDATIONS, BETWEEN WALLS AND ROOF AND BETWEEN WALL PANELS, OPENINGS AT PENETRATION OF UTILITY SERVICE THROUGH WALLS, FLOORS, AND ROOF, AND ALL OTHER SUCH OPENINGS IN THE BUILDING ENVELOPE, INCLUDING ACCESS PANELS INTO UNHEATED SPACES, SHALL BE SEALED, CALKED, GASKETED OR WEATHER-STRIPPED TO LIMIT AIR INFILTRATION. 2_ ALL EXTERIOR DOORS, OTHER THAN FIRE -RATED DOORS, SHALL BE DESIGNED TO LIMIT AIR INFILTRATION AROUND THEIR PERIMETER WHEN IN A CLOSED POSITION. DOORS BETWEEN RESIDENCE AND GARAGE ARE NOT CONSIDERED 'FIRE -RATED' AND MUST MEET THE ABOVE REQUIREMENT. 3. ALL EXTERIOR WINDOWS SHALL BE DESIGNED TO ADMIT AIR INFILTRATION INTO OR FROM THE BUILDING ENVELOPE WHICH SHALL BE SUBSTANTIATED BY TESTING TO STANDARD ASTM E 283.13 SITE BUILT AND MILLWORK SHOP MADE WOODEN SASH ARE EXEMPT FROM TESTING BUT SHALL BE WEATHER-STRIPPED, CAULKED AND MADE TIGHTLY FITTING. VAPOR BARRIERS / GROUND COVERS: AN APPROVED VAPOR BAARRIER SHALL BE PROPERLY INSTALLED IN FLOOR DECKS, IN ENCLOSED FRAFTER SPACES FORMED WHERE CEILINGS ARE APPLIED DIRECTLY TO THE UNDERSIDE OF ROOF RAFTERS, AND AT EXTERIOR WALLS INSETSTAPLED BATT WITH A PERM RATING LESS THAN ONE MAY BE INSTALLED IF THE VAPOR BARRIER IS TO THE WARM SIDE, STAPLES SHALL BE PLACED NOT MORE THAN 8-INCHE5 AND GAPS BETWEEN THE FACING AND THE FRAMING SHALL NOT EXCEE-tINCH. A GROUND COVER OF 6 MIL (0.00(o') BLACK POLYETHYLENE OF EQUIVALENT SHALL BE LAID OVER THE GROUND IN ALL CRAWL SPACES. THE GROUND COVER SHALL BE OVERLAPPED ONE FOOT AT EACH JOINT AND SHALL EXTEND TO THE FOUNDATION WALL. THE NET FREE VENTILATION AREA FOR ATTIC VENTILATION MAY BE 3mm OF THE AREA OF THE VENTILATED SPACE PROVIDED THAT A VAPOR BARRIER HAVE A PERM RATING NOT EXCEEDING ONE IN INSTALLED ON THE WARM SIDE OF THE INSULATION. EXTERIOR DOOR5/EXITS: IRC R311 AT LEAST ONE EGRESS DOOR SHALL BE PROVIDED TO EACH DWELLING. THE EGRESS DOOR SHALL BE SIDE -HINGED AND WITH A MINIMUM CLEAR WIDTH OF 32' IN WIDTH AND NOT LESS THAN 18' IN HEIGHT, MEASURE FROM TOP OF THE THRESHOLD TO THE BOTTOM OF THE STEP. L AND ING5 AT DOOR5 AND STA I RJAY6 4 CON5TRUCT I ON: IRC R3113, R3115 THE FLOOR OR LANDING AT THE REQUIRED EGRESS DOOR SHALL NOT BE MORE THAN 1-1/2' LOWER THAN THE TOP OF THE THRESHOLD. WHEN EXTERIOR LANDINGS OR FLOORS SERVING THE REQUIRED EGRESS DOOR ARE NOT AT GRADE, THEY SHALL BE PROVIDED WITH ACCESS TO GRADE BY MEANS OF A RAMP OR STAIRWAY. THERE SHALL BE A FLOOR OR LANDING ON EACH SIDE OF ALL OTHER EXTERIOR DOORS. FLOOR ELEVATIONS FOR THE DOORS SHALL BE PROVIDED WITH LANDINGS NO MORE THAN 1-3/4' BELOW THE TOP OF THE THRESHOLD. HANDRAIL5: IRG SECTION R311.1.8, R311.83 ALL STAIRWAYS WITH 4 OR MORE RISERS SHALL HAVE AT LEAST ONE HANDRAIL. SUCH HANDRAILS SHALL BE PLACED NOT LESS THAN 34' AND NOT MORE THAN 38' ABOVE THE NOSING OF THE TREADS. HANDRAILS FOR STAIRWAYS SHALL BE CONTINUOUS FOR THE FULL LENGTH OF THE FLIGHT, FROM A POINT DIRECTLY ABOVE THE TOP RISER TO A POINT DIRECTLY ABOVE THE LOWEST RISER. HANDRAIL ENDS SHALL BE RETURNED OR TERMINATE IN NEWEL POSTS OR SAFETY TERMINALS. HANDRAILS AJACENT TO THE WALL SHALL HAVE A SPACE NOT LESS THAN 1/2' BETWEEN THE WALL AND THE HANDRAIL. GUARDS: IRC SECTION R312. TABLE R3015 GUARDS SHALL BE PROVIDED FOR PORCHES, BALCONIES, RAMPS, OR RAISED FLOOR SURFACES LOCATED MORE THAN 30' ABOVE GRADE OR A FLOOR BELOW. GRADE SHALL BE MEASURED 36' HORIZONTALLY FROM THE EDGE OF THE FLOOR SURFACE. GUARDS SHALL BE NOT LESS THAN 36' IN HEIGHT, MEASURED FROM THE ADJACENT WALKING SURFACE, ADJACENT FIXED SEATING OR THE LINE CONNECTING THE LEADING EDGES OF A TREAD. GLAZING: U-FACTORS OF FENESTRATION PRODUCTS (WINDOWS, DOORS AND SKYLIGHTS) SHALL BE DETERMINED IN ACCORDANCE WITH NFRC 100 BY AN ACCREDITED, INDEPENDENT LABORATORY. WINDOWS SHALL BE NFRC CERTIFIED OR USE DEFAULT GLAZE FENESTRATION VALUES, PER 303.13 Yes Perscriptive Compliance: Zone 4 Marine R402.11 No U-Factor or Total UA Equivalent Compliance R402.13/R402.IA FENESTRATION Ceiling Insulation Above Below Grade Wall Slab Glazing U-FACTOR Grade (Footnote c) Floor On area Vertical Overhead Attic Vaulted Wall Interior Exterior Grade io of Floor R-49 030 0.50 or R-38 R-21 Int. R - 21, w/ TB R - 10 R-30 R- 10 UNLIMITED S Ad 5AFETi GLAZING THE FOLLOWING SHALL BE CONSIDERED SPECIFIC HAZARDOUS LOCATIONS FOR THE PURPOSES OF GLAZING AND SHALL BE PROVIDED WITH SAFETY GLAZING I) GLAZING IN INGRESS AN EGRESS DOORS EXCEPT JALOUSIE. 2) GLAZING IN FIXED PANELS AND SLIDING OR SWINGING PANELS OF SLIDING OR SWINGING TYPE DOORS OTHER THAN WARDROBE DOORS. 3) GLAZING IN STORM DOORS. 4) GLAZING IN ALL UNFRAMED SWINGING DOORS. 5) GLAZING IN DOORS AND ENCLOSURES FOR HOT TUBS, WHIRLPOOLS, SAUNAS, STEAM ROOMS, BATHTUBS, AND SHOWERS. GLAZING IN ANY PORTION OF A BUILDING WALL ENCLOSING THES COMPARTMENTS WHERE THE BOTTOM EXPOSED EDGE OF THE GLAZING IS LESS THAN 60 INCHES ABOVE A STANDING SURGACE AND DRAIN INLET. (o) GLAZING IN FIXED OR OPERABLE PANELS ADJACENT TO A DOOR WHERE THE NEAREST EXPOSED EDGE OF THE GLAZING IS WITHIN 24 INCH ARC OF EITHER VERTICAL EDGE OF THE DOOR IN A CLOSED POSITION AND WHERE THE BOTTOM EXPOSED EDGE OF THE GLAZING IS LESS THAN 60 ICES ABOVE THE WALKING SURFACE. 1) GLAZING IN FIXED OR OPERABLE PLANELS OTHER THAN THOSE COVERED BY ITEM NUMBER 5 AND 6 WHICH HAVE A GLAZED AREA IN EXCESS OF 9 SQUARE FEET AND THE LOWEST EDGE IS LESS THAN 18 INCHES ABOVE THE FINISHED FLOOR, OR TOP EDGE MORE THAN 36' ABOVE THE FLOOR LEVEL OR WALKING SURFACE WITHIN 36 INCHES OF SUCH GLAZING. IN LIEU OF SAGETY GLAZING, SUCH GLAZED PANELS MAY BE PROTECTED WITH A HORIZONTAL MEMBER NOT LESS THAN 1-12 INCHES IN WIDTH WHN LOCATED BETWEEN 34 AND 3(o INCHES ABOVE THE WALKING SURFACE CAPABLE OF WITH STANDING 5011 PER LIN. FT. WITHOUT CONTACTIONG THE GLASS. 8) GLAZING IN RAILINGS. REGARDLESS OF HEIGHT ABOVE THE WALKING SURFACE. INCLUDED ARE STRUCTURAL BALUSTER PANELS AND NON-STRUCTURAL IN -FILL PANELS. (3) GLAZING IN WALLS AND FENCES USED AS THE BARRIER FOR INOOR AND OUTDOOR SWIMMING POOLS AND SPAS WHEN ALL OF THE FOLLOWING CONDITIONS ARE PRESENT: LITHE BOTTOM EDGE OF THE GLAZING IS LESS THAN 60 INCHES ABOVE THE POOL SIDE OF THE GLAZING. 2) THE GLAZING IS WITHIN 5 FEET OF A SWIMMING POOL OR SPA WATERS EDGE. 10) GLAZING IN WALLS AT STAIRWAYS LANDINGS WITHIN THE WIDTH OF THE STAIR AND WITHIN 5 FEET OF THE BOTTOM AND TOP OF STAIRWAYS WHERE THE BOTTOM EDGE OF THE GLASS IS LESS THAN 60 INCHES ABOVE A WALKING SURGACE. TABLE 406.2-ENEFW CREDITS OPTION DESCRIPTION CREDIT(S) la EFFICIENT BUILDING ENVELOPE la 0.5 lb EFFICIENT BUILDING ENVELOPE lb ID Ic EFFICIENT BUILDING ENVELOPE IC 2D 2a AIR LEAKAGE CONTROL AND EFFICIENT VENTILATION 2a 0.5 2b AIR LEAKAGE CONTROL AND EFFICIENT VENTILATION 2b ID 2c AIR LEAKAGE CONTROL AND EFFICIENT VENTILATION 2c 1.5 3a HIGH EFFICIENT HVAC EQUIPMENT 3a 05 3b HIGH EFFICIENT HVAC EQUIPMENT 3b ID 3c HIGH EFFICIENT HVAC EQUIPMENT 3c 2.0 3d HIGH EFFICIENT HVAC EQUIPMENT 3c : DUCKLE55 SPLIT SYSTEM HEAT PUMPS, ZONAL CONTROL I0 4 HIGH EFFICIENT HVAC DISTRIBUTION SYSTEM 1.0 5a HIGH EFFICIENT WATER HEATING 5a 0.5 5b HIGH EFFICIENT WATER HEATING 5b 1.5 6 RENEW ABLE ELECTRICAL ENERGY 05 FOOTNOTES 1. IDENTIFY THE COMPLIANCE METHOD. THE MOST COMMON AND SIMPLEST APPROACH IS THE PRESCRIPTIVE METHOD FOR ENERGY CODE COMPLIANCE. SEE PRESCRIPTIVE TABLE R402.1.1 THE COMPONENT PERFORMANCE APPROACH REFRENCED IN IECC SECTION R4021.4 MAY ALSO BE USED FOR ENERGY CODE COMPLIANCE. FOR MORE INFORMATION CONTACT THE LOCAL BUILDING DEPARTMENT OR WSU ENERGY PROGRAM AT (360) 956-2042. 2. IDENTIFY THE WHOLE -HOUSE VENTILATION COMPLIANCE METHOD. A VENTILATION SYSTEM SHALL BE INSTALLED IN ACCORDANCE WITH THE INTERNATIONAL RESIDENTIAL CODE, SECTION MI501. THE MOST COMMON VENTILATION METHODS INCLUDE A WHOLE -HOUSE VENTILATION SYSTEM USING EXHAUST FANS (MI5013A) AND A WHOLE -HOUSE VENTILATION SYSTEM INTEGRATED WITH A FORCED -AIR SYSTEM (MI50135). OTHER VENTILATION SYSTEMS INCLUDE WHOLE -HOUSE VENTILATION SYSTEM USING A SUPPLY FAN (MI5013b) AND WHOLE -HOUSE VENTILATION SYSTEM USING A HEAT -RECOVERY VENTILATION SYSTEM (MI5013.1). IF YOU NEED ADDITIONAL INFORMATION WE RECOMMEND THAT YOU DISCUSS WITH YOUR HEATING AND VENTILATION SYSTEM PROFESSIONAL. IN ADDITION MASON COUNTY STAFF WILL BE HAPPY TO DISCUSS THE OPTIONS IF YOU ARE NOT SURE WHICH COMPLIANCE OPTION WILL WORK FOR YOU. 3. IDENTIFY THE ADDITIONAL ENERGY EFFICIENCY REQUIREMENTS LISTED IN TABLE R4062. THE DRAWINGS INCLUDED WITH THE BUILDING PERMIT APPLICATION SHALL IDENTIFY WHICH OPTIONS HAVE BEEN SELECTED AND THE POINT VALUE OF EACH OPTION. EACH ONE AND TWO-FAMILY DWELLING UNIT AND TOWNHOUSES ARE REQUIRED TO ACHIEVE THE FOLLOWING MINIMUM NUMBER OF CREDITS: A) SMALL DWELLING UNITS LESS THAN 150050. FEET OF HEATED OR COOLED AREA AND LESS 300 SQ. FT. FENESTRATION AREA (SKYLIGHTS, DOORS, WINDOWS, ETC), OR ADDITIONS TO AN EXISTING BUILDING THAT IS LESS THAN 150 50. FT. OF HEATED AREA -05 POINTS B) MEDIUM DWELLING UNITS NOT INCLUDED IN A) ABOVE 3/a5MALL DWELLIN65ia, OR C) BELOW 3/aLARGE DWELLING5/a -1.5 POINTS C) LARGE DWELLING UNIT IS A DWELLING UNIT THAT EXCEEDS 5000 SQ. FT. OF HEATED OR COOLED FLOOR AREA. -25 POINTS. 4. PROVIDE A COMPLETED HEATING/COOLING SYSTEM SIZE WORKSHEET TO VERIFY COMPLIANCE TO IECC R403b_ THE CALCULATOR/W W5HEET IS AVAILABLE ON THE WSU-ENERGY PROGRAM WEBSITE AT: HTTP:/A=ENE%Y.WSU.EDU/BUILDINGEFFICIENCY/ENE%YCODE/2012ENE%YCODEASPX. STAFF CAN ALSO ASSIST WITH PREPARATION OF THE WORKSHEET. 5_ TO MEET THE PRESCRIPTIVE OPTION ALL FENESTRATION PRODUCTS SHALL COMPLY WITH THE REQUIRED U-FACTOR LISTED IN TABLE R402.IA. WINDOWS, DOORS, AND GLAZED DOORS SHALL HAVE A TESTED U-FACTOR OR 30 OR LESS. WHEN USING THE SMALL DWELLING OPTION FOR ENERGY CREDITS (A) OR COMPONENT PERFORMANCE APPROACH PROVIDE A FENESTRATION SCHEDULE THAT IDENTIFIES THE SQUARE FEET AND U-FACTOR OF EACH ITEM. FENESTRATION IS DEFINED IN THE IECC AS SKYLIGHTS, ROOF WINDOWS, VERTICAL WINDOWS, OPAQUE DOORS, GLAZED -DOORS THAT INCLUDE PRODUCTS WITH GLASS AND NON -GLASS GLAZING MATERIALS. 6_ IDENTIFY THE LOCATION AND FUEL TYPE OF THE HEATING SYSTEM, WATER HEATER, LOCATION OF EXHAUST FANS (BATHROOM, LAUNDRY, KITCHEN, ETC.) AND R-FACTOR OF PROPOSED INSULATION FOR WALLS, FLOORS, CEILINGS, AND CONCRETE SLAB FLOORS ON THE BUILDING PLANS. 1. NOT LESS THAN 15% OF ALL PERMANENTLY INSTALLED LAMPS IN LIGHTING FIXTURES SHALL BE HIGH EFFICACY LAMPS. HIGH EFFICACY LAMPS ARE DEFINED IN IEGG CHAPTER 2 AND ARE CONSIDERED COMPACT FLUORESCENT LAMPS, T-8 OR SMALLER DIAMETER LINEAR FLUORESCENT LAMPS, OR LAMPS WITH A MINIMUM EFFICACY 40 LUMENS PER WATT FOR LAMPS 15 WATTS OR LESS, 50 LUMENS PER WATT FOR LAMPS OVER 15 WATTS TO 40 WATTS, AND 60 LUMEN PER WATT FOR LAMPS OVER 40 WATTS. IMC, TABLE 403B.42 FAN TESTED CFM a 25 WG MIN. FLEX DIAMETER MAX LENGTH IN FEET MIN SMOOTH DIAMETER MAX LENGT IN FEET MAX ELBOW 50 4' 25 4' 10 3 50 5' 90 5' 100 3 50 0 NO LIMIT 6' NO LIMIT 3 80 4' NA 4' 20 3 80 5� 15 5. 100 3 80 6' 90 6' NO LIMIT 3 100 5' NA 5' 50 3 100 0 45 6' NO LIMIT 3 I. FOR EACH ADDITIONAL ELBOW SUBTRACT 10 FT FROM LENGTH FLEX DUCTS OF THIS DIAMETERARE NOT PERMITTED WITH FANS OF THIS SIZE. TABLE Mib0111 (2) GAGES OF METAL DUCTS AND PLENUMS USED FOR HEATING OR COOLING DUCT SIZE MIN. THICKNESS (INCHES AND MM) EQUIVALENT GALVANIZED SHEET NO. MINIMUM THICKNESS ROUND DUCTS 4 ENCLOSED RECTANGULAR DUCTS 14 INCHES AND LESS 0.0151 (03950mm) 28 0.0115 16 AND 18 INCHES 0.0181 (0.4112mm) 26 0.018 20 INCHES AND OVER 0.0236 (0.6010mm) 24 OD23 EXPOSED RECTANGULAR DUCTS 14 INCHES OR 0.0151 (03950mm) 28 0.0115 OVER 14 INCHES 0-0181 (0.4112mm) 26 0.018 SOURCE SPECIFIC VENTILATION DUCTS SHALL TERMINATE OUTSIDE THE BUILDING_ EXHAUST DUCTS IN SYSTEMS WHICH ARE DESIGNED TO OPERATE INTERMITTENTLY SHALL BE EQUIPPED WITH VACK-DRAFT DAMPERS. ALL EXHAUST DUCTS IN UNCONDITIONED SPACES SHALL BE INSULATED TO A MINIMUM OF R-4. TERMIIAL ELEMENTS SHALL HAVE AT LEAST THE EQUIVALENT NET FREE AREA OF THE DUCT WORK TERMINAL ELEMENTS FOR EXHAUST FAN DUCT SYSTEMS SHALL BE SCREENED OR OTHERWISE PROTECTEC, FROM ENTRY BY LEAVES OR OTHER MATERIAL. VIA SECTION 30223 SEE TABLE 3-3 BELOW FOR PRESCRIPTIVE EXHAUST DUCT SIZING. HEATING AND COOLING APPLIANCES LOCATED IN A GARAGE AND WHICH GENERATE A GLOW, SPARK OR FLAME CAPABLE OF IGNITING FLAMMABLE BAPOR SHALL BE INSTALLED WITH THE PILOTS AND BURNERS OR HEATING ELEMENTS AND SWITCHES AT LEAST IS -INCHES ABOVE THE FLOOR SUff:ACE. FIRE DAMPERS NEED NDT BE INSTALLED IN AIR DUCTS PASSING THROUGH THE WALL, FLOOR OR CEILING SEPARATING A RESIDENCE (GROUP R, DIVISION 3 OCCUPANCY) FROM A GARAGE (GROUP M, DIVISION I OCCUPANCY). PROVIDED SUGH DUCTS WITHIN THE GARAGE ARE CONSTRUCTED OF STEEL HAVING A THICKNESS NOT LESS THAN OD19-INCHE5 (NO. 2(o GALVANIZED SHEET GAUGE) AND HAVE NO OPENINGS INTO THE GARAGE PER THE INTERNATIONAL MECHANICAL CODE OR INTERNATIONAL FUEL GAS CODE. WARM AIR FURNACE INSTALLATIONS IN ATTIC OR CRAWL SPACES SHALL COMPLY WITH THE INTERNATIONAL MECHANICAL CODE AND INTERNATIONAL FUEL GAS CODE. EVERY APPLIANCE DESIGNED TO E VENTED SHALL BE CONNECTED TO A VENTING SYSTEM COMPLYING WITH THE INTERNATIONAL MECHANICAL CODE AND INTERNATIONAL FUEL GAS CODE. EVERY FACTORY BUILT CHIMNEY, TYPE L VENT, TYPE B GAS VENT OR TYPE BW GAS VENT SHALL BE INSTALLED IN ACCORDANCE WITH THE TERM OF ITS LISTING, MANUFACTURERS INSTALLATION INSTRUCTIONS AND THE REQUIREMENTS OF THE INTERNATIONAL MECHANICAL CODE AND INTERNATIONAL FUEL GAS CODE. A TYPE B OR BW GAS VENT SHALL TERMINATE PER THE INTERNATIONAL MECHANICAL CODE_ A TYPE L VENTING SYS-EM SHALL TERMINATE NOT LESS THAN 2-FEET ABOVE THE HIGHEST POINT WHERE THE VENT PASSES THROUGH THE ROOD OF THE BUILDING AND AT LEAST 2-FEET HIGHER THAN ANY PORTION OF THE BUILDING WITHIN 10-FEET OF THE VENTS PER THE INTERNATIONAL MECHANICAL CODE. SMOKE 4 CARBON MONOXIDE ALARMS: IRC SECTION R314 4 WAC R315. ALL SMOKE ALARMS SHALL BE LISTED IN ACCORDANCE WITH UL211 AND INSTALLED IN ACCORDANCE WITH THE PROVISIONS OF THE INTERNATIONAL RESIDENTIAL CODE AND THE HOUSEHOLD WARNING EQUIPMENT PROVISIONS OF NFPA12. SMOKE ALARMS SHALL BE INSTALLED IN EACH SLEEPING ROOM, OUTSIDE EACH SEPERATE SLEEPING AREA IN THE IMMEDIATE VICINITY OF THE BEDROOMS, IN NAPPING AREA OF FAMILY CHILD DAYCARE HOMES, ON EACH ADDITIONAL STORY OF THE DWELLING INCLUDING BASEMENTS AND HABITABLE ATTICS. EXHAUST FAN5: IRC 3303.4, SECTION M501, MI501. EXHAUST FANS ARE REQUIRED IN EACH KITCHEN, BATHROOM, WATER CLOSET ROOM, LAUNDRY FACILITY, INDOOR SWIMMING POOL, SPA AND OTHER ROOMS WHERE EXCESS WATER VAPOR OR COOKING ODOR IS PRODUCED. THE AIR REMOVED BY EVERY MECHANICAL EXHAUST SYSTEM SHALL BE DISCHARGED OUTDOORS AT A POINT WHERE IT WILL NOT CAUSE A NUISANCE AND NOT LESS THAN THE DISTANCES SPECIFIED IN IMC, SECTION 5012.1. THE AIR SHALL BE DISCHARGED TO A LOCATION FROM WHICH IT CANNOT AGAIN BE READILY DRAWN IN BY VENTILA-ING SYSTEM. DRYER EXHAUST DUCTS SHALL NOT BE EXHAUSTED INTO AN ATTIC OR CRAWL SPACE. THE TERMINATION POINT SHALL BE LOCATED AT LEAST 3-FEET FROM PROPERTY LINES, 3-FEET IN ANY DIRECTION FROM OPENINGS INTO THE BUILDINGS AND 10-FEET FROM MECHANICAL AIR INTAKES. CLOTHES DR"rER: IRC SECTION MI502, 0i39, 4 IMC SECTION 504. EXHAUST DUCTS, NOT LESS THAN 4' IN DIAMETER, SHALL BE CONSTRUCTED OF .016-INCH-THICK (20 GAGE) RIGID METAL DUCTS, HAVING SMOOTH INTERIOR SURFACES WI1H JOINTS RUNNING IN THE DIRECTION OF AIR FLOW. EXHAUST DUCTS SHALL NOT BE CONNECTED WITH SHEET -METAL SCREWS OR FASTENING MEANS THAT EXTENDS INTO THE DUCT AND SUPPORT Al INTERVALS NOT LESS THAN 12-FEET. RANGE HOOD: IRC SECTION MI501, MI503, MI504, MI505, MI901 4 M1306. ALL KITCHENS SHALL BE PROVIDED WITH EXHAUST HOODS CAPABLE OF EXHAUSTING 100 CFM AT 25 INCHES WATER GAUGE. EXHAUST HOODS SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURER INSTALLATION INSTRUCTIONS AND DISCHARGE TO THE OUTDOORS. FIREPLACE HEARTH EXTENTION: IRC SECTIONS RI004, RI001.9, RI001.10 AND MI414.2. HEARTH EXTENTION5 OF APPROVED FACTORY -BUILT FIREPLACES SHALL BE INSTALLED IN ACCORDANCE WITH LISTING OF THE FIREPLACE. THE HEARTH EXTENTION SHALL BE READILY DISTINGUISHABLE FROM THE SURROUNDING FLOOR AREA. MASONRY FIREPLACE HEARTHS AND HEARTH EXTENTIONS SHALL BE CONSTRUCTED OF CONCRETE OR MASONRY, SUPPORTED BY NONCOMBUSTIBLE MATERIALS. FIREPLACE HEARTHS SHALL BE AT LEAST 4' THICK AND HEARTH EXTENTIONS SHALL BE AT LEAST 2' THICK THE FIREPLACE EXTENTION SHALL EXTEND AT LEAST 16' IN FRONT OF, AND AT LEAST 8' BEYOUND EACH SIDE OF THE FIREPLACE OPENING. CLEARANCE TO COMBUSTABLES 4 FIREPLACE FIREBLOCKING: IRC SECTIONS R302.13, RI001.11, 1003.18, 1003.19, AND M1306.2.1. COMBUSTABLE INSULATION SHALL BE SEPERATED A MINIMUM DF 3' FROM HEAT PRODUCING APPLIANCES. COMBUSTION AIR/EXTERIOR AIR 5UPPLY: IRG SECTIONS R303.4, R001.1.1 (WAC), AND R1006. (WAC), 11I101 AND G2401. FUEL BURNING APPLIANCES SHALL BE PROVIDED WITH COMBUSTION AIR OBTAINED FROM OUTSIDE THE STRUCTURE DUCTEDINTO THE FIREBOX. DIRECT VENT APPLIANCES OR EQUIPMENT THAT DO NOT DRAW COMBUSTION AIRFROM INSIDE OF THE BUILDING SHALL BE PROVIDED WITH COMBUSTION VENTILATION AND DILUTION AIR IN ACCORDANCE TO THE MANUFACTURER'S SPECIFICATIONS. FUEL GAS DRYERS SHALL BE PROVIDED WITH MAKE-UP AIR AS DIRECTED BY MANUFACTURER SPECIFICATIONS. WATER HEATERS: UPC CHAPTER 5 4 608, RC SECTION MI3012, M2005 4 IECC/WSEC R403.4. WHEN WATER HEATERS OR HOT WATER STORAGE TANKS ARE INSTALLED IN LOCATIONS WHERE LEAKAGE OF THE TANKS OR CONNECTIONS WILL CAUSE DAMAGE, THE TANK OR WATER HEATER SHALL BE INSTALLED IN A WATERTIGHT PAN OF CORROSION RESISTANT MATERIAL. THE PAN SHALL BE AT LEAST 15' DEEP AND WITH A 3/4' DIAMTER DRAIN TO THE EXTERIOR OF THE BUILDING NOT LESS THAN 6' AND MORE THAN 24' ABOVE THE ADJACENT GROUND SURFACE. GARAGE/DWELLING DOOR/OPENINGS: IRG SECTION R302.5.1 OPENINGS BEWTEEN THE GARAGE AND RESIDENCE SHALL BE EQUIPPED WITH SELF -CLOSING, SOLID WOOD DOORS NOT LESS THAN 1-3/8' (35MM) IN THICKNESS, SOLID OR HONEYCOMB CORE STEEL DOORS NOT LESS THAN 1-30' THICK, OR 20-MINUTE FIRE -RATED DOORS. GARAGE/DWELLING SEPARATION: IRC SECTION R302.5, R302b. THE GARAGE SHALL BE SEPERATED FROM THE RESIDENCE AND ITS ATTIC AREA BY NOT LESS THAN I/2' GYPSUM BOARD APPLIED TO THE GARAGE SIDE. GARAGES BENEATH HABITABLE ROOMS ABOVE BY NOT LESS THAN 5/8' TYPE X GYPSUM BOARD OR EQUIVALENT. WHERE THE SEPERATION IS A FLOOR -CEILING ASSEMBLY, THE STRUCTURE SUPPORTING THE SEPERATION SHALL ALSO BE PROTECTED BY NOT LESS THAN I/2' GYPSUM BOARD OR EQUIVALENT. ATTIC ACCE55: IRC SECTION R801.1 BUILDINGS WITH COMBUSTIBLE CEILING OR ROOF CONSTRUCTION SHALL HAVE AN ATTIC ACCESS OPENING TO ATTIC AREA THAT EXCEEDS 30 SQ FT AND HAVE A VERTICAL HEIGHT OF 30'. MINIMUM ACCESS OPENINGS SHALL NOT BE LESS THAN 22'X 30'. THE ATTIC ACCESS SHALL BE LOCATED IN A HALLWAY OR OTHER READILY ACCESSIBLE LOCATION WITH A 30' MINIMUM UNOBSTRUCTED HEADROOM IN THE ATTIC SPACE ABOVE THE ACCESS OPENING. STAIR WIDTH: IRC SECTION R311.1.1 STAIRWAYS SHALL NOT BE LESS THAN 36' IN CLEAR WIDTH AT ALL POINTS ABOVE THE HANDRAIL HEIGHT AND BELOW THE REQUIRED HEADROOM HEIGHT. HANDRAILS SHALL NOT POJECT MORE THAN 4-1/2' ON EITHER SIDE OF THE STAIRWAY AND THE MINIMUM CLEAR WIDTH OF THE STAIRWAY AT AND BELOW THE HANDRAIL HEIGHT, INCLUDING TREADS AND LANDINGS, SHALL NOT BE LESS THAN 31-1/2' WHERE THE HANDRAIL IS INSTALLED ON ONE SIDE AND 21' WHERE HANDRAILS ARE INSTALLED ON BOTHE SIDES. STAIR TREADS, RISERS 4 RAMP SLOPE: IRC SECTION R311.15 4 R3113.1 THE MINIMUM RISER HEIGHT SHALL BE 1-3/4'. THE GREATEST RISER HEIGHT WITHIN ANY FLIGHT OF STAIRS SHALL NOT EXCEED THE SMALLEST BY MORE THAN 3/8'. THE MINIMUM TREAD DEPTH SHALL BE 10'. THE TREAD DEPTH WITHIN ANY FLIGHT OF STAIRS SHALL NOT EXCEED THE SMALLEST BY MORE THAN 3/8'. A NOSING NOT LESS THAN 3/4' BUT NOT MORE THAN 1-1/4' SHALL BE PROVIDED ON STAIRWAYS WITH SOLID RISERS. OPEN RISERS ARE PERMITTED, PROVIDED THAT THE OPENING DOES NOT PERMIT THE PASSAGE OF A 4' DIAMETER SPHERE. SPIRAL/CIRCULA"INDING 5TAIR5: IRC SECTION R311.4, R311.1.10, R311.152.1 SPIRAL STAIRWAYS AND BULKHEAD ENCLOSURES STAIRWAYS SHALL COMPLY WITH ALL REQUIREMENTS OF STAIRWAYS EXCEPT: SPIRAL STAIRWAYS ARE PERMITTED, PROVIDED THE MINIMUM WIDTH BELOW THE HANDRAIL SHALL BE 26' WITH EACH TREAD HAVING A 1-1/2' MINIMUM TREAD DEPTH AT 12' FROM THE NARROWER EDGE. ALL TREDS SHALL BE IDENTICAL, AND THE RISE SHALL BE NO MORE THAN 9-1/2'_ A MINIMUM HEADROOM OF 6'-6' SHALL BE PROVIDED. CIRCULAR STAIRWAYS CONFORMING TO THE REQUIREMENTS OF THIS SECTION MAY BE USED AS A MEANS OF EGRESS COMPONENT IN ANY OCCUPANCY. THE MINIMUM WIDTH OF RUN SHALL NOT BE LESS THAN 10-INCHE5 AND THE SMALLER STAIRWAY RADIUS SHALL NOT BE LESS THAN TWICE THE WIDTH OF THE STAIRWAY. WINDING STAIRWAYS IN GROUP R, DIVISION 3, OCCUPANCIES AND IN PRIVATE STAIRWAYS IN GROUP R, DIVISION I OCCUPANCIES. WINDING STAIRWAYS MAY BE USED IF THE REQUIRED WIDTHOF RUN IS PROVIDED AT A POINT NOT MORE THAN 12-INCHE5 FROM THE SIDE OF THE STAIRWAY WHERE THE TREADS ARE NARROWER, BUT IN NO CADE SHALL THE WIDTH OF RUN BE LESS THAN 6-INCHES AT ANY POINT. ILLUMINATION: IRC SECTION R303.1 ALLINTERIOR AND EXTERIOR STAIRWAYS SHALL BE PROVIDED WITH A MEANS TOILLUMINATE THE STAIRS, INCLUDING LANDINGS AND TREADS. STAIRWAY ILLUMINATION SHALL RECEIVE PRIMARY POWER FROM THE BUILDING WIRING. HALLJAY5: THE WIDTH OF HALLWAYS SHALL BE DETERMINED AS SPECIFIED IN SECTION 100323, BUT SUCH WIDTH SHALL NOT BE LESS THAN 44 INCHES, EXCPT AS SPECIFIED HEREIN. HALLWAYS SERVING AN OCCUPANT LOAD OF LESS THAN 50 SHALL NOT BE LESS THAN 36 INCHES IN WIDTH. 1004332. DOORS, WHN FULLY OPENED, AND HANDRAILS SHALL NOT REDUCE THE REQUIRED WIDTH BY MORE THAN 1 INCHES. DOORS IN ANY POSITION SHALL NOT REDUCE THE REQUIRED WIDTH BY MORE THAN NONE HALF. OTHER NONSTRUCTURAL PROJECTIONS SUCH AS TRIM AND SIMILAR DECORATIVE FEATURES MAY PROJECT INTO THE REQUIRED WIDTH 1 112 INCHES FROM EACH SIDE. PAYMENT OF USES FEE IS DUE TO THE RESIDENTIAL GROUP PRIOR TO CONSTRUCTION FOR EACH STRUCTURE BUILT FROM THESES PLANS. THESE PLANS ARE COPYRIGHTED IN ACCORDANCE WITH FEDERAL STATUTES. REPRODUCTION BY ANY METHOD OF ALL OR PORTIONS OF THESE PLANS OR VARIATIONS THEREOF WITHOUT WRITTEN PERMISSION FROM THE RESIDENTIAL GROUP IS STRICTLY PROHIBITED. THESE DRAWINGS AND PLANS SET FORTH ON THIS SHEET AS INSTRUMENTS OF SERVICE ARE, AND SHALL REMAIN TO THE PROPERTY OF THE RESIDENTIAL GROUP, LLC. m REVIEWED FOR OAE.COMPLIANCE APPROVED APR 19 2016 MECHANICAL VENTILATION 516TEM: IRC MI501 EACH DWELLING UNIT AND GUEST ROOM SHALL BE PROVIDED WITH A WHOLE HOUSE MECHANICA City ofTukvA[a VENTILATION SYSTEM DESIGNED IN ACCORDANCE WITH M15013.1 THROUGH MI5013.1 OR IN ACCORDANCE WI eUILDING DIVISION SPECIFICATIONS ALLOWED IN THE INTERNATIONAL MECHANICAL CODE. Lt 41 eutnuum ,.tx„� • 141 {.. 011110111 nChtb? • ,m,. CONTROLS AND OPERATION (MI50832). W I. LOCATION OF CONTROLS. CONTROLS FOR ALL VENTILATION SYSTEMS SHALL BE READILY ACCESSIBLE �►' 1 BY THE OCCUPANT_ 2. INSTRUCTIONS: OPERATING INSTRUCTIONS FOR WHOLE -HOUSE VENTILATION SYSTEMS SHALL BE O ROVIDEDTO THE OCCUPANT BY THE INSTALLER OF THE SYSTEM. 3. LOCAL EXHAUST SYSTEMS. LOCAL EXHAUST SYSTEMS SHALL BE CONTROLED BY MANUAL SWITCHES, F� DEHUMIDISTATS, TIMERS, OR OTHER APPROVED MEANS. t� ^�♦ 4. CONTINUOUS WHOLE -HOUSE VENTILATION SYSTEMS. CONTINUOUS WHOLE -HOUSE VENTILATION SYSTEMS SHALL OPERATE CONTINUOUSLY. EXHAUST FANS, FORGED -AIR SYSTEM FANS, OR SUPPLY FANS SHALL BE CAPABLE OF OPERATING THE VENTILATION SYSTEM WITHOUT ENERGIZING OTHER ENERGY -CONSUMING Fyn APPLIANCES. A LABEL SHALL BE AFFIXED TO THE CONTROLS THAT READS 'WHOLE HOUSE VENTILATION (SEE OPERATING INSTRUCTIONS).' 5. INTERMITTENT WHOLE -HOUSE VENTILATION SYSTEMS. INTERMITTENT WHOLE -HOUSE VENTILLATION SYSTEMS SHALL COMPLY WITH THE FOLLOWING:-9:1-i -��-i 5.1. THEY SHALL BE CAPABLE OF OPERATING INTER ITTENLY AND CONTINUOUSLY. co 52. THEY SHALL HAVE CONTROLS CAPABLE OF OPERATING T KHAA. FbR D-AIR SYSTEM FANS, OR SUPPLY FANS WITHOUT ENEEGIZING OTHER ENERGY- CONSUMII�- �4N �3 a \ e RgPRODUC)iC�i`���Yg'a C8 53. THE VENTILATION RATE SHALL BE ADJUSTED ACCORD NCi�'f0' Tk I rE�X Qt*l(tIFIeSEOTI,O ; 403B.5.1 •1 aFL lJ+,d. IC�c AS �I 5.4. THE SYSTEM SHALL BE DESIGNED SO THAT IT CAN OPE TE rA�I�M,�hC� =BAS 'Q ONE; HE TYPE OF CONTROL TIMER INSTALLED. ,' �I � F p e 5.5. THE INTER MITTEN MECHANICAL VENTILATION SYSTE�' SHALL OPI=>TE s4STSNf; HOU ; OUT Q a OF EVERY FOUR Es,y 10 : ,,_ C C� CO F--� 5.6. THE SYTEM SHALL HAVE A MANUAL CONTROL AND A OM'ATIG,GC7N�j2�L; A 24-HOUR CLOCK TIMER ` y'IV %� CD 5.1. AT THE TIME OF FINAL INSPECTION, THE AUTOMATIC CONTROL PERATE THE WHOLE -HOUSE FAN ACCORDING TO THE SCHEDULE USED TO CALCULATE THE WHOL - FAN SIZING. a 5.8. A LABEL SHALL BE AFFIXED TO THE CONTROL THAT READS 'WHOLE -HOUSE VENTILATION (SEE OPERATING INSTRUCTIONS).' TABLE h1501330 CONTINUOUS WHOLE -HOUSE VENTILATION SYSTEM AIR FLOW RATES TABLE MI50133(l) DWELLING UNIT FLOOR AREA (SF) NUMBER OF BEDROOMS 0-1 1 2-3 1 4-5 AIRFLOW IN CFM 11500 30 45 60 1501-3000 45 (00 15 3001-4500 60 15 90 4501-6000 15 90 105 INTERMITTEN MECHANICAL FAN SHALL OPERATE NOT LESS THAN ONE HOUR EVERT 4-HOUR5. WHERE THE SYSTEM HAS CONTROLS THAT ENABLE OPERATION FOR NOT LESS THAN 25% EVERY 4-H0UR5 THE VENTILATION RATE SHALL BE MULTIPLIED BY THE FACTOR IN TABLE MI50133(2) CORREQTION LTR# RECEWED CITY OF TUKWILA JAB! 22 2016 PERMIT CENTER 4 WNW 0 mini :4 504E E - 1%' = 1 ' _ 0' POST ADDRESS ON BLDG. PRIOR TO FINAL INSPECTION LOTS SHALL BE GRADED AS TO DRAIN SURFACE WATERAWAY FROM FOUNDATION WALL. SLOPE SHALL SE (o' IN FIRST 10 FT, OR DRAINS OR SWALES SHALL BE PROVIDED TO ENSURE DRAINAGE AWAY FROM STRUCTURE - FASTENERS TO BE NOT -DIPPED GALV. STEEL, STAINLESS OR ALUM. (CORROSION RESISTANT) WE5T ELEVATION, EAST ELEVATION, 5CALE . I%' = 1' _ 0' REVIEWED FOR CODE COMPLIANCE s- APPROVED 16 Ala iSION 5CALE . 1%' = V-0' (U N Z Z i W W 0� 0 u w E- \ a u) A M 0 c:) Z PAYMENT OF USES FEE IS DUE TO THE RESIDENTIAL GROUP PRIOR TO CONSTRUCTION FOR EACH STRUCTURE BUILT FROM THESES PLANS. THESE PLANS ARE COPYRIGHTED IN ACCORDANCE WITH FEDERAL STATUTES. REPRODUCTION BY ANY METHOD OF ALL OR PORTIONS OF THESE PLANS OR VARIATIONS THEREOF WITHOUT WRITTEN PERMISSION FROM THE RESIDENTIAL GROUP IS STRICTLY PROHIBITED. THESE DRAWINGS AND PLANS SET FORTH ON THIS SHEET AS INSTRUMENTS OF SERVICE ARE, AND SHALL REMAIN TO THE PROPERTY OF THE RESIDENTIAL GROUP, LLC. d' lea. C W IL W a RECEIVED CITY OF TUKWILA MAR 2 3 2016 PERMIT CENTER �id:�h"3bn3Y:ieA'n':�wUY+r?}i,`s 1 �y� yin,4?t%Sfi$BF:Z fn:FY?'�'h�rti;£j O hLij 0 r U) to M M co co M M into N N HANDRAIL TO BE CONTINUOS 1 1/4' DIA. MIN. FOR FULL LENGTH OF FLIGHT HANDRAIL R311.-f 8, R31IZ3 BALUSTERS TO CONFORM TO IRC. SEC. R312, TABLE 301.5 3/4' MIN.-II/4' MAX NOSING 7 BELOW STAIR INSTALL 1/2' GWB -0 CEILING, AND WALLS (3) 2X12 STRINGERS FIRE BLOCKING o MID -SPAN AND IN STUD WALLS ALONG AND IN LINE WITH STRINGERS IF AREA UNDER STAIRS IS UNFINISHED �--2X4 THRUST BLOCK � STAIR DETAIL I N.T.S. ADDITIONAL STAIR NOTE PLEASE REFER TO SHEET AI L1G;HT1N(f-.T 5 CT I Oil (IECC/WSEC R404) A MINIMUM OF 15% OR PERMANENTLY INSTALLED LAMPS IN ALL LIGHTING LIGHT FIXTURES SHALL BE HIGH-EFFIGAGY LAMPS LUMINAIRES PROVIDING OUTDOOR LIGHTING AND PERMANENTLY MOUNTED TO A RESIDENTIAL BUILDING OR TO OTHER BUILDING ON THE SAME LOT SHALL BE HIGH EFFICAGY LUMINAIRES 5110<E DETECTOfR& I LSDD INSTALL SMOKE DETECTORS PER CODE, II0V/9V INTERCONNECTED CARBON MONOXIDE ALARM IlOv NEW CONSTRUCTION, AN APPROVED CARBON MONOXIDE ALARM OCM SHALL BE INSTALLED OUTSIDE OF EACH SEPERATE SLEEPING AREA IN THE IMMEDIATE VICINITY OF THE BEDROOMS, SEE SECTION R315 VENTILATION 6CHEDULE MINIMUM SOURGE SPECFIG VENTILATION GAPAGITY REQ. TABLE M150-1.4 SYMBOL KITCHENS 100 GFM INTERMITTENT OR 1 25 CFM CONTINUOUS BATHROOMS, TOILET ROOMS MECHANICAL EXHAUST CAPACITY 2 AND LAUNDRY/UTILITY ROOM OF 50 CFM INTERMITTENT OR 20 CFM CONTINUOUS WHOLE HOUSE FAN 320 CFM im (o0 MIN 3 EVERY FOUR HOURS ENERGY 1. R4013 CERTIFICATE. A PERMCERTIFICATE SHALL BE COMPLETED AND POSTED ON OR WITHIN THREE FEET OF THE ELECTRICAL DISTRIBUTION PANEL BY THE BUILDER OR REGISTERED DESIGN PROFESSIONAL. THE CERTIFICATE SHALL LIST THE PREDOMINANT R-VALUES OF INSULATION INSTALLED IN OR ON CEILING/ROOF, WALLS, FOUNDATION (SLAB, BELOW GRADE WALL, AND/OR FLOOR) AND DUCTS OUTSIDE CONDITIONED SPACESt U-FACTORS FOR FENESTRATION AND THE RESULTS FROM ANY REQUIRED DUCT SYSTEM AND BUILDING ENVELOPE AIR LEAKAGE TESTING DONE ON THE BUILDING. 2. R402Al2 TESTING. THE BUILDING OR DWELLING UNIT SHALL BE TESTED AND VERIFIED AS HAVING AN AIR LEAKAGE RATE OF NOT EXCEEDING 5 AIR CHANGES PER HOUR TESTING SHALL BE CONDUCTED WITH A BLOWER DOOR AT A PRESSURE OF 02 INCHES W6. (50 PASCALS). WHERE REQUIRED BY THE CODE OFFICAL, TESTING SHALL BE SIGNED BY THE PARTY CONDUCTING THE TEST AND PROVIDED TO THE CODE OFFICIAL. TESTING SHALL BE PERORMED AT ANY TIME AFTER CREATION OF ALL PENETRATIONS OF THE BUILDING THERMAL ENVELOPE. 3. R403.1.1 PROGRAMMABLE THERMOSTAT. WHERE THE PRIMARY HEATING SYSTEM IS A FORCED -AIR FURNACE, AT LEAST ONE THERMOSTAT PER DWELLING UNIT SHALL BE CAPABLE OF CONTROLLING THE HEATING AND COOLING SYSTEM ON A DAILY SCHEDULE TO MAINTAIN DIFFERENT TEMPERATURE SET POINTS AT DIFFERENT TIMES OF THE DAY. THE THERMOSTAT SHALL ALLOW FOR, AT A MINIMUM, A 5-2 PROGRAMMABLE SCHEDULE (WEEKDAYSMEEKENDS) AND BE CAPABLE OF PROVIDING AT LEAST TWO PROGRAMMABLE SETBACK PERIODS PER DAY. SPECIFICS AND EXCEPTIONS SEE 2012 SEC 4. SEC TABLE 4062 - MEDIUM DWELLING UNITS ARE REQUIRED TO DEVELOP 15 ENERGY CREDITS. SPECIFY THE PROPOSED ENERGY OPTION CREDITS ON THE PLANS. ENERGY CREDIT: 5b • EFFICENT WATER HEATING 5b (15pt) TOTAL = (15pt) PROPOSED FOR DESIGN w „ . IWUI=TWI� ! It` • in i .. 1I 3 x. ao. i` t � n. r 3' r. t.AV NOTE: REFER TO STRUCTURAL SHEETS FOR 5NEAR WALL SCHEDULE AND ENGINEERING PLAN WHICH CONTAIN DETAIL REFERENCES AND/OR INSTRUCTIONS PERTAINING TO EACH 5NEAR WALL INDICATED IN THIS PLAN. IRC R3122.1 FOR ANY WINDOW THAT HASt AN OPENING OF 12' OR MORE ABOVE FINISHED GRADE, 24' OR HIGHER ABOVE THE FINISHED FLOOR OF THE ROOM THE OPENING IS LOCATED IN, THE GLAZING SHALL BE FIXED OR HAVE AN OPENING LESS THAN 4' AREA 5UMMAIRY NOTE: M,41N FLOOfR: 138i SF. CONTRACTOR TO VERIFY ALL DIMENSIONS AND CONDITIONS OF PROJECT AND REPORT ANY Uf f EfR FLOOfR: 1052 SF. OMISSIONS / DISCREPANCIES TO DESIGNER PRIOR TO COMMENCING WORK DESIGNER SHALL NOT BE RESPONSIBLE FOR DISCREPANT CONDITIONS T0T,4L : 32 3S SF, RESULTING FROM UNAUTHORIZED WORK PERFORMED G,41RAGE (Oro 5 OJF BY THE CONTRACTOR cq 9, E C C F I` I c Ilk mill 11� - PROVIDE FIREBLOGKING AS REQUIRED PER I.R.G. 5CALE /4p 1'-0' WINDOW HEADERS AT 6'-0' ABOVE SUB FLOOR, U.N.O. - EXTERIOR WALL° TO BE 2X6 AT 16' O.G., U.N.O. - INTERIOR PARTITIONS TO BE 2X4 AT 16' O.C. - PROVIDE SUPPLEMENTAL JOISTS/BLOCKING BELOW SHEAR WALLS AS INDICATED ON FRAMING PLAN - FLOOR JOISTS AND BEAMS OF EQUAL OR BETTER GAPAGITY MAY BE SUBSTITUTED FOR THOSE SHOWN ON THIS PLAN, 'EQUAL' IS DEFINED AS HAVING MOMENT CAPACITY, SHEAR GAPAGITY, AND STIFFNESS WITHIN 3% OF THE SPECIFIED JOISTS OR BEAMS. ® PROVIDE SOLID FRAMING EQUAL TO THE WIDTH OF THE MEMBER BEING SUPPORTED (U.N.O.) CONSTRUCTION NOTE: * REFER TO "S" SHEETS FOR WHICH CONTAIN STRUCTURAL DETAILS REFERENCES, FRAMING PLANS, SHEAR WALL KEY PLAN, & NOTES. * CONTRACTOR TO VERIFY ALL DIMENSIONS AND CONDITIONS OF PROJECT AND REPORT ANY OMISSIONS, DISCREPANCIES TO DESIGNER PRIOR TO COMMENCING WORK. DESIGNER SHALL NOT BE RESPONSIBLE FOR DISCREPANT CONDITIONS RESULTING FROM UNAUTHORIZED WORK PERFORMED BY THE CONTRACTOR. * NO FIELD ALTERATIONS WILL BE AUTHORIZED UNLESS ACCOMPANIED BY REVISED DRAWINGS. REVIEWED FOR BODE COMPLIANCE �-` APPROVED APR 19 2016 City of Tukwila WILDING DIVISION RECEIVED CITY OF TUKWILA MAR 2 3 2016 PERMIT CENTER 0i z z 0 0 i W w 0 U `0 w a un N, m 0 z o PAYMENT OF USES FEE IS DUE TO THE RESIDENTIAL GROUP PRIOR TO CONSTRUCTION FOR EACH STRUCTURE BUILT FROM THESES PLANS. THESE PLANS ARE COPYRIGHTED IN ACCORDANCE WITH FEDERAL STATUTES. REPRODUCTION BY ANY METHOD OF ALL OR PORTIONS OF THESE PLANS OR VARIATIONS THEREOF WITHOUT WRITTEN PERMISSION FROM THE RESIDENTIAL GROUP 15 STRICTLY PROHIBITER THESE DRAWINGS AND PLANS SET FORTH ON THIS SHEET AS INSTRUMENTS OF SERVICE ARE, AND SHALL REMAIN TO THE PROPERTY OF THE RESIDENTIAL GROUP, LLC. 0 I Ln cq HIS WIC, CARPET MA5TER 1 5EDR I CARPET 110v LSD 3'-51' T-101' 3'-0' 2&b& PKT 0 _I � 2468 FLAI1 — — — — cclB NE � 2 1 BENCH r---1 I I � O I I 5' LK N I COPPERI I CEILING MAKE NE I I HEIR S I ABIUP I I I I UJ.I.C. BENCH L — — — J I CARPET ASTERFULL 4'-10 I HIG CAB NE 2 INYL LL - 0 2668 FIX S.G. 5'-0' LOFT CARPET —II I10v LSD CARPET EGRESS 6040 xO � 1-!j �� � 2468 0 1 4'-2' 1/2 WALL H 1/2 WALL HIGH 1/2 WALL HIGH N OFEN TO 5ELOW 15EDRI CARPET 110v LSD =1 IMEE E O �I CARPET Ul •�i a � i 3040 XO 2'-41' 9'-94' 4'-5}' 2'-411 6'-9' 6'-9' 3'_0' 3'_0' 1'-3' 3'_0' 2'-0' 21 _0' 3'-0' I1 _3' 01 19'-0' 13'-6' 6'-0' 12'-6' 51'-0' - ALL DOOR/WINDOW HEADERS TO BE 6X8 DF*2 AT 2XCo BEARING WALLS, U.N.O., (o'-O' MAX. SPAN SCALE : 1/4 a _ 1 i _ 0" - ALL DOOR/WINDOW HEADERS TO BE 4XIO DF#2 AT 2X4 BEARING WALLS, U.N.O_, G'-O' MAX. SPAN - WINDOW HEADERS AT -I'-ON ABOVE SUB FLOOR, U.N.O. - PROVIDE FIREBLOCKING AS REQUIRED PER I.R.C. - EXTERIOR WALLS TO BE 2X(o AT ION (MAX.) O.G. U.N.O. - INTERIOR PARTITIONS TO BE 2 X 4 AT 16' O.C. (2X6 0 PLUMBING WALLS, U.N.O.) - DUCTS THROUGH WALL OR CEILING COMMON TO HOUSE MIN. 2(o GAGE STEEL - NO DUCT OPENINGS IN GARAGE ® PROVIDE SOLID FRAMING EQUAL TO THE WIDTH OF THE MEMBER BEING SUPPORTED CUN.OJ REVIEWED FOR ODE COMPLIANCE ,! APPROVED P APR 19 2016 .' City of Tukwila 9WILDING DIVISION CONSTRUCTION NOTE: I'S ftw 004z4LI * REFER TO "S" SHEETS FOR WHICH CONTAIN STRUCTURAL DETAILS REFERENCES, FRAMING PLANS, SHEAR WALL KEY PLAN, & NOTES. * CONTRACTOR TO VERIFY ALL DIMENSIONS AND CONDITIONS OF PROJECT AND REPORT ANY OMISSIONS, DISCREPANCIES TO DESIGNER PRIOR TO COMMENCING WORK. DESIGNER SHALL NOT BE RESPONSIBLE FOR DISCREPANT CONDITIONS RESULTING FROM UNAUTHORIZED WORK PERFORMED BY THE CONTRACTOR. * NO FIELD ALTERATIONS WILL BE AUTHORIZED UNLESS ACCOMPANIED BY REVISED DRAWINGS. cu z z o a > w W 0� 0 U W Q Ln ('') z o THE RESIDENTIAL GROUP PRIOR TO CONSTRUCTION FOR EACH STRUCTURE BUILT FROM THESES PLANS. THESE PLANS ARE COPYRIGHTED IN ACCORDANCE WITH FEDERAL STATUTES. REPRODUCTION BY ANY METHOD OF ALL OR PORTIONS OF THESE PLANS OR VARIATIONS THEREOF WITHOUT WRITTEN PERMISSION FROM THE RESIDENTIAL GROUP IS STRICTLY PROHIBITED. THESE DRAWINGS AND PLANS SET FORTH ON THIS SHEET AS INSTRUMENTS OF SERVICE ARE, AND SHALL REMAIN TO THE PROPERTY OF THE RESIDENTIAL GROUP, LLC. RECEIVED CITY OF TUKWILA MAR 2 3 2016 PERMIT CENTER PWI •• ITT a) In rn co co to to S • 4�,� f CA • • • co • CD ,7�S SP • 1Y 1 � 2n 0 p1 4001.2 • 11w'r{ {t 'f #pry • CD W 33 4 n4 Y 1pf CL MCM TOI ICGCG oC=) >5 9 16'o.c. NSULATION 4G PER ELEVATIONS ON TYVEK WRAP ON OR OSB SHEATHING. T. TIGHTLINE ORM SEWER ; FTG. DRAIN IED GRAVEL %BRIG OVER G T 10 N PER PLAN TYPI 3ISMIO! - COMPOSITION ROOF SHINGLES - 15# ROOFING FELT - 7/16" SHEATHING - STRUCTURAL SYSTEM AS NOTED ON FRAMING PLAN - R-49 INSULATION - 1/2" GWB. CEILING - 1/8" TO 1/4" MESH SCREEN OVER OPENINGS - NET OPENING AREA MINIMUM 1/150 OF VENTED AREA OR 1/300 IF 507-80% OF VENTING NEAR TOP OR VAPOR RETARDER - PROVIDE 1" MINIMUM CLEARANCE BETWEEN INSULATION AND SHEATHING AT VENTS PER IRC SECTION R806.3 - SIDING AND/OR VENEER PER ELEVATION - 7/16" PLY OR OSB SHTG.( U.N.O ) - TYVEK BUILDING WRAP OR EQ. - 2X6 STUDS Q 16" O.C. EXTERIOR WALLS U.N.O. EXTERIOR WALL NOTCH 257., BORING 40% 60% BORING IF DOUBLED & NOT MORE THAN TWO SUCCESSIVE STUDS. - 2x4 STUDS @ 16" O.C., INTERIOR PARTITIONS (2X6 @ PLUMBING WALLS) NON -BEARING WALL MAXIMUM NOTCH 40%, BORING 60% HOLES NO CLOSER THE 5/8 INCH TO FACE OF STUD - R-21 INSULATION WITH VAPOR BARRIER - 1/2" GWB. INTERIOR SHEATHING - FINISHED FLOOR PER PLANS - 3/4" 1&G PLYWOOD SUBFLOOR (GLUE AND NAIL) - FLOOR JOISTS PER PLAN - R-30 INSULATION OVER UNHEATED AREAS 5CAL E. 1/4 A= j'_ 0' COMPOSITION ROOFING 1511 FELT PAPER 1/16' SHEATHING ROOF FRAMING PER PLAN INSULATION BAFFLE R-49 IN5ULA VENTED BLOCKING AT ALTERNATE BAYS 5/4 x 8 FASCIA CONTINUOUS METAL GUTTER 2x6 STUDS a 16' O.C. - TYP. f5""1/1lo' PL] : SWT'a� L TYP: YiVIK T4G n--f--WOOD GLUg6 4 N>4 LED FLOOR- 5O15TS9PER PEZ a ` 4 RT21 INSULATION 11FFFr!SF a g RIM BOARD P-AP Tf�t P PL O, IESlk I ��-UIINDOUJ;NC E'ER 4S�1,i�fP. — WINDOW W/ INS. GLASS - TYP_ 3/4' T4G PLYWOOD GLUED 4 FLOOR JOISTS PER PLAN _ R-30 INSULATION 5/4 X Im TRIM BAND 2X P.T. WOOD SILL SUBFL 5UB REVIEWED FOR CODE COMPLIANCE r. APPROVED APR 19 2016 City of TukvAla BUILDING DIVISION REBAR PER DETAIL 4' 0 CONT. TIGHTLINE RECEIVED TO STORM SEWER z -1 I=1 I= = CITY OF TUKWILA 6 MIL. VAP. BARRIER JAId 22 2016 SET INWASHEDGRAVEL DRAIN 16' PERMIT CENTER W/ FILTER FABRIC OVER TYPICAL WALL SECTION AT HOUSE PAYMENT OF USES FEE 15 DUE TO THE RESIDENTIAL GROUP PRIOR TO CONSTRUCTION FOR EACH STRUCTURE BUILT FROM THESES PLANS. THESE PLANS ARE COPYRIGHTED IN ACCORDANCE WITH FEDERAL STATUTES. REPRODUCTION BY ANY METHOD OF ALL OR PORTIONS OF THESE PLANS OR VARIATIONS THEREOF WITHOUT WRITTEN PERMISSION FROM THE RESIDENTIAL GROUP IS STRICTLY PROHIBITED. THESE DRAWINGS AND PLANS SET FORTH ON THIS SHEET AS INSTRUMENTS OF SERVICE ARE, AND SHALL REMAIN TO THE PROPERTY OF THE RESIDENTIAL GROUP, LLC. 0 0 W n W „I . . . . . . . . . . . �w,", Uzi gac'li;Vfi`l `2k°;4d';eM1'4Shv*f .xY'3ii1"`lxst•n4"';?farS;i{�lN:... ,�t6Y� ww t�F 1iW.3 fl4 ;fir �(;J ' • • ry n. • � y}O„?�tistiy.+.+s+strri;,aa',�xxwru ffooj�p Lzl 5NE,4R UJ,4LL SCHEDULE GENERAL NOTES BUILDING CODE 2012 IBC EDITION OF THE INTERNATIONAL BUILDING CODE AS AMENDED BY LOCAL JURISDICTION. ROOF LIVE LOAD = 25 PSF (SNOW) ROOF DEAD LOAD = 15 PSF FLOOR LIVE LOAD = 40 PSF (REDUCIBLE) FLOOR DEAD LOAD = 12 PSF WIND LOAD = 110 MPH WIND SPEED, EXPOSURE "B" SOIL SITE CLASS 'D" CONSTRUCTION TYPE: V OCCUPANCY GROUP: R-3 DEFERRED SUBMITTAL ITEMS THE FOLLOWING IS A LIST OF ITEMS THAT ARE NOT INCLUDED IN THIS PLAN AND SHOULD BE PROVIDED BY THE BUILDER AT TIME OF APPLICATION FOR PERMIT OR AS A DEFERRED SUBMITTAL ITEM: - ALTERNATIVE I-JOIST/BEAM MANUFACTURER PLANS. - TRUSS DESIGN FOR ROOF FRAMING - HVAC SYSTEMS DESIGN - ELECTRICAL PLANS 4 SPECIFICATIONS (IF REQUIRED) 5 f T WORN GENERAL UNLESS A SOILS INVESTIGATION BY A QUALIFIED SOILS ENGINEER IS PROVIDED, FOUNDATION DESIGN IS BASED ON AN AVERAGE SOIL BEARING OF 1500 PSF PER SOILS REPORT EXTERIOR FOOTINGS SHALL BEAR 10' (MINIMUM) BELOW FINISHED GRADE. ALL FOOTINGS TO BEAR ON FIRM UNDISTURBED EARTH BELOW ORGANIC SURFACE SOILS. BACKFILL TO BE THOROUGHLY COMPACTED. BOLT HEADS AND NUTS BEARING AGAINST WOOD TO BE PROVIDED WITH 3'x3'xl/4' PLATE WASHERS. WOOD BEARING ON OR INSTALLED WITHIN 1' OF MASONRY OR CONCRETE TO BE PRESSURE TREATED WITH AN APPROVED PRESERVATIVE. FOUNDATION SILL BOLTS TO BE 5/8' DIAMETER AT 6'-O' O.G. U.N.O. WITH MIN. 1' EMBEDMENT METAL FRAMING CONNECTORS TO BE MANUFACTURED BY SIMPSON OR APPROVED EQUAL. CONCRETE MINIMUM CONCRETE COMPRESSIVE STRENGTH (F'c) AT 20 DAYS TO BE 2,500 PSI WITH 6% AIR ENTRAINED +/- 1% (FOR WEATHERING) WITH 5-1/2 MIX SACK CONCRETE 'BATCH TICKET' SHALL BE AVAILABLE ON SITE FOR REVIEW BY BUILDING OFFICIAL REINFORCEING STEEL TO COMPLY WITH ASTM A&15 GRADE r00_ LUMBER GRADES FRAMING LUMBER SHALL COMPLY WITH THE LATEST EDITION OF THE GRADING RULES OF THE WESTERN PRODUCTS ASSOGIATION OR THE WEST COST LUMBER INSPECTION BUREAU. ALL SAWN LUMBER SHALL BE STAMPED WITH THE GRADE MARK OF AN APPROVED LUMBER GRADING AGENCY AND SHALL HAVE THE FOLLOWING UNADJUSTED DESIGN MINIMUM PROPERTIES: JOISTS: WOOD TYPE: 2X4 HF 02 - Fb=915 psi, Fv=150 psi, Fc=1300 psI, E=1300000psi 2 X & OR LARGER HF 02 - Fb=915 psi, Fv=150 psi, Fc=1300 psi, E=1300000psi BEAM 4X DF-L 12 - Fb=900 psi, Fv=180 psi, Fc=1350 psi, E=1600000psi &X OR LARGER DF-L 02 - Fb=815 psi, Fv=110 psi, Fc=600 psi, E=1300000psi STUDS 2X4 HF °2 - Fb=915 psi, Fv=150 psi, Fc=1300 psi, E=1300000psi 2X& OR LARGER HF #2 - Fb=915 psi, Fv=150 psi, Fr_ =1300 psl, E=1300000psi POSTS 4X4 HF "2 - Fb=915 psi, Fv=150 psi, Fc=1300 psi, E=1300000psi 4X& OR LARGER HF *2 - Fb=915 psi, Fv=150 psi, Fc=1300 psi, E=1300000psi &X& OR LARGER DF-L 02 - Fb=150 psi, Fv=110 psi, Fc=100 psi, E=1300000psi GLUED -LAMINATED BEAM (GLB) SHALL BE 24F-V4 FOR SINGLE SPANS 4 24F-V8 FOR GONTINUOUS OR CANTILEVER SPANS WITH THE FOLLOWING MINIMUM PROPERTIES: Fb = 2,400 PSI, Fv = 165 PSI, Fc = 65O PSI (PERPENDICULAR), E = 1,000,000 PSI. ENGINEERED WOOD BEAMS AND I -JOIST CONTRACTOR SHALL SUBMIT SHOP DRAWINGS AND SPECIFICATIONS FOR APROVAL BY BUILDING OFFICIAL. DESIGN, FABRICATION AND ERECTION IN ACCORDANCE WITH THE LATEST ICC EVALUATION REPORT. PARALLAI" I (PSL) BEAMS SHALL HAVE THE MINIMUM POOPERTIES- Fb = 2,900 PSI, Fv = 2130 PSI, Fc = -150 PSI (PERPENDICULAR), E = 2,000,000 PSI. MICROLLAM (LVL) BEAMS SHALL HAVE THE MINIMUM POOPERTIES: Fb = 2,600 PSI, Fv = 285 PSI, Fc = -150 PSI (PERPENDICULAR), E = 1,900,000 PSI. CALCULATION SHALL INCLUDE DEFLECTION AND CAMBER REQUIREMENTS. DEFLECTION SHALL BE LIMTED AS FOLLOWS: FLOOR LIVE LOAD MAXIMUM = L/480, FLOOR TOTAL LOAD MAXIMUM = L/240. PREFABRICATED WOE) TRUSSES: PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED TO SUPPORT SELF WEIGHT PLUS LIVE LOAD AND SUPERIMPOSED DEAD LOADS AS STATED IN THE GENERAL NOTES TRUSSES SHALL BE DESIGNED 4 STAMPED BY A REGISTERED WASHINGTON STATE PROFESSIONAL ENGINEER AND FABRICATED FROM ONLY THOSE DESIGNS_ NONBEARING WALLS SHALL BE HELD AWAY FROM THE TRUSS BOTTOM CHORD WITH AN APPROVED FASTENER (SUCH AS SIMPSON STC) TO ENSURE THAT THE TRUSS BOTTOM CHORD WILL NOT BEAR ON THE WALL. APPROVED HANGERS SHALL BE USED AT ALL CONNECTIONS OF RAFTERS, JACK OR HIP TRUSSES TO MAIN GIRDER TRUSS. MANUFACTURER -DESIGNED AND APPROVED DIAGONAL AND SWAY BRACING SHALL BE INSTALLED AS REQUIRED. R0Cf/WAL.L. 5HE ATHINCB TYPICAL WALL SHEATHING SHALL BE 1/16' AND ROOF SHEATHING SHALL BE 1/16' UNLESS OTHERWISE SPECIFIED. MINIMUM NAILING SHALL BE Sd a) 6" O.G. a) PANEL EDGES AND 12" O.G. IN FIELD. UN_O. ON SHEARWALL SCHEDULE. SPAN INDEX SHALL BE 24/0. PLYWOOD FLOOR SHEATHING SHALL BE 3/4' T4G SHEATHING, UNLESS OTHERWISE SPECIFIED. MINIMUM NAILING SHALL BE Sd COMMOM OR 6d RING SHANK AT 6' O.C. 0 PANEL EDGES AND 12' O.G. IN FIELD. SPAN INDEX SHALL BE 40/20. STAGGER END LAPS AT ROOF AND FLOOR SHEATHING. OSB SHEATHING PRODUCTS OF EQUIVALENT SPAN RATINGS SHALL BE ALLOWED. WALL SHEATING SIDES SHEAR PANEL FIELD PANEL BASE PLATE ANCHOR BOLT SILL PLATE HOLDOWN MARK TYPE EDGE NAILING NAILING EDGES NAILING DIA. 4 SPACING SIZE TYPE5 1-� 1/16 ONE 8d 0 6' O.C. 12" O.G. 2X 16d NAILS a 5/a% 60' O.G. 2X PER a O.G. PLAN 1-4 1/16' ONE ad a 4' O.C. 12' O.G. 2X 16d NAILS 'a 5/S'. 48' O.G. 2X PER PLAN 6' O.C. PI -3 1/16' ONE ad 0 3' O.C. 12' O.C. 2-2X ]rod NAILS 0 E,/a-. 30' O.C. 3X PER or 3X 3' O.G. PLAN P1-2 1/16' ONE Sd 0 2' O_C. 12' O_C. 2-2X 16d NAILS -a 5/8'. IS" O.G_ 3X PER or 3X 2' O.C_ PLAN FRAMING SHALL BE HEM -FIR "2 a 16' O.G. MAX (UN.O.). THICKNESS OF STUDS TO BE 2x UNLESS NOTED IN SCHEDULE 2. SHEATHING PANELS MAY BE LAYED VERTICAL OR HORIZONTAL. BLOCK ALL HORIZONTAL EDGES W/ 2x OR 3x BLOCKING PER SCHEDULE (UN.OJ 3. ALL EXTERIOR WALLS NOT DESIGNATED AS SHEARWALLS SHALL RECEIVE APA RATED SHEATHING OR ALL VENEER PLYWOOD SIDING OF EQUIVALENT THICKNESS AT POINT OF FASTENING ON PANEL EDGES, FULLY BLOCKED WITH MINIMUM NAILING OF Sd a 6' O.G. EDGE, 12' O.C. FIELD. 4. NAILING APPLIES TO ALL STUDS, TOP AND BOTTOM PLATES, AND BLOCKING. PLYWOOD JOINT AND SILL PLATE NAILING SHALL BE STAGGERED PER IBC TABLE 23063, NOTE (e). 5. ANCHOR BOLT SPACING IS 6'-O' O.C. UNLESS NOTED OTHERWISE IN SCHEDULE. MINIMUM OF 2 ANCHOR BOLTS PER PIECE OF FOUNDATION PLATE. ANCHOR BOLTS SPACED NO GREATER THAN 12' AND NO LESS THAN 1 TIMES THE ANCHOR BOLT DIAMETER AT ENDS AND SPLICES. PROVIDE V4'x3'x3' WASHERS AT ANCHOR BOLTS_ DO NOT RECESS BOLTS. 6. ALL NAILS FOR SHEAR WALLS SHALL BE COMMON OR GALVANIZED BOX NAILS (UN.O.) PER IBC, TABLE 23063. ALL SPECIFIED NAILS SHALL HAVE THE FOLLOWING DIMENSIONS: 8d COMMON (0.131' DIA., 2y' LONG), ad BOX (0.113' DIA, 2,142' LONG), 10d COMMON (0.148' DIA., 3' LONG), 10d BOX (0.128' DIA., 3' LONG), 16d COMMON (0.162' DIA., 3y' LONG), 16d SINKER (0.148' DIA., 3y' LONG), 5d COOLER (0.086' DIA., IV&' LONG), 6d COOLER (0.092' DIA., I %' LONG) l_ I y' No. 6 DRYWALL SCREWS (TYPE W OR S) MAY BE SUBSTITUTED FOR NAILS LISTED AS 5d COOLER OR 6d COOLER FOR GYPSUM WALL BOARD SHEARWALLS PER IBC TABLE 2306.1. 8. IN LIEU OF 3x VERTICALS AND BLOCKING AT PANEL EDGES, 2-2x'5 W/ 10d FACE NAILS STAGGERED AT THE SAME SPACING AS PANEL EDGE NAILING MAY BE SUBSTITUTED. PLYWOOD EDGES TO BE CENTERED BETWEEN THE 2-2x MEMBERS (THIS ALTERNATIVE DOES NOT APPLY TO WALLS WITH 8d EDGE NAILING AT 2' O.C. OR 10d EDGE NAILING AT 3' OR 2' O.C. OR WALLS SHEATHED ON BOTH SIDES) 9. HOLDDOWNS AND STRAPS OF EQUIVALENT UPLIFT CAPACITY MAY BE SUBSTITUTED FOR THOSE LISTED IN THE SHEARWALL SCHEDULE. COORDINATE WITH MANUFACTURER TO VERIFY APPLICABILITY AND PROPER INSTALLATION METHODS OF SUBSTITUTED HARDWARE. 10. SQUASH BLOCKS REQUIRED AT ENDS OF SHEAR WALLS WHERE FULL BEARING IS NOT PROVIDED BY THE FRAMING BELOW_ 11. 5IMP50N MASP MUDSILL ANCHORS, EVENLY SPACED, MAY BE SUBSTITUTED (2) FOR (I) FOR THE 5/S DIA. SILL PLATE ANCHOR BOLTS SPECIFIED. (I.E. (2) MASP REPLACE (1) 5/g' DIA ANCHOR BOLT) 155C 1(003.1.5 SEISMIC DESIGN: SIMPLIFIED ALTERNATIVE STRUCTURAL DESIGN CRITIRIA FOR SIMPLE BEARING WALL SINGLE FAMILY DWELLING, LIGHT FRAME CONSTRUCTION LESS THEN THREE STORIES IN HEIGHT (EXCLUDING BASEMENT) SEISMIC DESIGN DATA: SOILS SITE CLASS D (ASSUMED) SEISMIC DESIGN CATEGORY D1/D2 I E = 1.0 SISMIC USE GROUP 1 OCCUPANCY R,= 6.5 LIGHT FRAMED WALLS W/ WOOD SHEAR WALL PANEL SI= 1.59 MAPPED MAXIMUM CONSIDERED EARTHQUAKE SPECTRAL RESPONSE ACCELERATION SHORT PIEROD Sa = 0.552 MAPPED MAXIMUM CONSIDERED EARTHQUAKE SPECTRAL RESPONSE ACCELERATION 1-SHORT PIEROD F„= 1.00 SITE COEFFICIENT BASED ON SITE CLASS & S Fr,, 1.50 SITE COEFFICIENT BASED ON SITE CLASS & S W, SEISMIC WEIGHT OF OVERALL STRUCTURE, SEISMIC WEIGHT OF STRUCTURE ABOVE LEVEL x (LB) Sms = SS * Fa Sms = 1.59 Sm1 = Sl * F, S m1 = 0.83 SDS = 3 * Sms SDS = 1.06 SDI = 3 * Sm1 SDI = 0.55 ATTACH DBL TOP PLATE INTO HEADER W/ 16d NAIL @ 3' O.C. 11 HEADER PER PLAN EXTEND HEADER jj TO THE END (2) SHEATHING & - = NAILING PER J PER SHEAR WALL Q SCHEDULE . o Lh ~ V) 3X TREATED o MUD SILL X Q 3: 4 (2) SIMPSON LSTA18 STRAP BOTH END W/ OUTSIDE & INSIDE Y A D- 2X BLOCKING @ PLYWOOD EDGE W/ (3) 10d NAIL EA. END OF BLOCK DBL STUDS AT HOLDOWN (2) 5/8" ANCHOR BOLT Fflt� PANEL W/ 1/4"X3"X3" WASHER & NUT SIMPSON HOLDOWN PER PLAN (1) #4 BARS HORIZONTAL '- AT UPPER 12" OF STEM w ':,<. WALL Q _j RISE STEM�. Q CONC. STEM WALL o ' 4 (3) #4 BARS VERTICAL TOP OF GARAGE " ° ` ' :: ;. WITH STANDARD HOOK w SLAB AS OCCURS FOOTING PER FND DETAILS RISE CONC. STEM WALL AT GARAGE N.T.S (5 (2 I. UPPER FLOOR WALL PER PLAN W/ DBL STUDS AT STRAP MINIMUM 3) 2. RIM BOARD PER PLAN 3. BEAM PER PLAN 4. FLOOR JOIST SYSTEM PER PLAN 5. STRAP TIE PER PLAN CENTER STRAP ON RIM a WALL TO WALL 4 CENTER STRAP ON FLOOR DIAPHRAGM a WALL TO BEAM 4) 6. LOWER FLOOR WALL PER PLAN W/ DBL STUDS AT STRAP MINIMUM TYFICAL 5TIRAF TIE HOLIDOWN 10 WALL TO WALL 4 WALL TO BEAM SCALE: Y4'=1' I) I. SHEAR WALL PER PLAN W/ DBL STUDS AT HOLDOWN MINIMUM 2. STRAP TIE HOLDOWN PER PLAN INSTALLED PER MANUF. SPECS. 3. RIM BOARD PER PLAN 4. FLOOR JOIST SYSTEM PER PLAN 5. CONCRETE STEM WALL PER PLAN TNT'FICAL FfRAF TIE HOLIDOWN FOUNDATION SCALE: 3/4' = I' '� I. SHEAR WALL PER PLAN W/ DBL STUDS AT HOLDOWN MINIMUM 2. ANCHOR BOLT STYLE HOLDOWN PER PLAN INSTALLED PER MANUF. SPECS. 3. RIM BOARD PER PLAN 4- FLOOR JOIST SYSTEM PER PLAN 5. ANCHOR BOLT INSTALLED PER MANUF. SPECS.(SEE BELOW FOR SIZE PER HOLDOWN) (o. CONCRETE STEM WALL PER PLAN 1. EXTEND ANCHOR BOLT W/ 4) COUPLER NUT 4 ALL THREAD ROD IOLDOWN ANCHOR EMBED. IMPSON LTT206 55TBI6 125/8' IMPSON LTT131 55TBI6 125/8' IMPSON HTTI6 55TBI6 125/8' IMPSON HDU2 55T5I6 1251/8' IMP50N HDU5 55T520 165/8' �IMPSON HDU6 5STB28 241�&' SIMPSON HDQ8 55TB28 241/8' (USE SSTBL ANCHOR BOLT a 3x PLATE) TYPICAL ANGHOfR E30LT HOLDOWN SCALE: 3/4'=1' �I MST31 MST31 1- 0 MASTER WJc. UTILITY PEDi�I'? MSTC25 15ATH PER W.I. 6 1-4 MST317 I MSTC25 f'DR LOFT MST: UPPER FLOOR <E"f PLAN 3 CAR QARAg- = HDUS STHDI4 MST31 W.I.C. NOOK [13 n o FAMILY ROOM MST31 L OMMCs 1-4 STH0I4RJ - STHDIOPJ i- Bd1'f-I _ -FEY;- c�a;>�'�E o't r: �5 � `� •:,'', - " au I h y.k+ 't3iv1E � 1-4 r :c 07Si'vPIER TO , i OFFICE >\ i Er L COP ES •� - '� THIS PLP: i- Go 'rye pO HOW MAIN FLOOR < Y PLAN REVIEWED FOR CODECOMPLIANCE APPROVED APR 19 2016 City of Tukwila j BUILDING DIVISION RECEIVER CITY OF TILL WILL JAN 22 2016 PERMIT CENTER bak !�if��3:'��x,`nUYS:��1sY�,;vWKli' •� 1 � 4S}ASS "a!�;tiC`tit'tkb'f,"'s1;SiFz3',2YY�m4 (9) (3) (4) X (6)� 4 z (5) 0zo =3 (7) IY U tp il�li>`�f z 1. BASE PLATE NAILING PER SHEAR WALL SCHEDULE 2. FLOOR SHEATHING PER PLAN 3. I -JOIST PER PLAN, SECURE TO PLATE W/ (2) 10d NAIL PER JOIST 4. SOLID CONTINUOUS RIM BOARD 5. PROVIDE (1) #4 BAR AT UPPER 12" OF STEM WALL 6. 5/8" DIAMETER ANCHOR BOLT ® 72" O.C. W/ 7" EMBED. (U.N.O. IN SHEAR WALL SCHEDULE) 7. #4 ® 48" O.C. W/ STANDARD HOOKS ALTERNATE BENDS, NO WET SET PERMITTED 8. (2) #4 BARS CONTINUOUS AT BOTTOM 9. EDGE NAILING PER SHEAR WALL SCHEDULE 10. 16d TOE NAILS @ 6" D.C. NOTE: SIMPSON LTP4 ® 48" O.C. REQUIRED IF PLYWOOD SHIM OCCURS AT RIM BOARD CRAWL SPACE FOONDATION. SCALE: N.T.S. 1. BASE PLATE NAILING PER SHEAR WALL SCHEDULE (1) 2. FLOOR SHEATHING PER PLAN (2) 3. ]-JOIST PER PLAN (11) (9) (3) 4. SOLID CONTINUOUS RIM BOARD 5. PROVIDE (1) #4 BAR AT UPPER 12" OF STEM WALL (4)--,(10) 6. 5/8" DIAMETER ANCHOR BOLT (9) @ 72" O.C. W/ 7" EMBED. (U.N.O. IN SHEAR WALL SCHEDULE) 6 () 7. #4 ® 48" O.C. W/ STANDARD HOOKS ALTERNATE BENDS, NO z (5) WET SET PERMITTED 8. (2) #4 BARS CONTINUOUS AT O z BOTTOM (7) 9. EDGE NAILING PER SHEAR WALL SCHEDULE U '� _ .., 10. 16d TOE NAILS ® 6" O.C. ;':::. -•.,,: (GALVANIZED NAILS) 11. I -JOIST BLOCKING AT PANEL EDGES (1ST BAY ONLY) 1'-4' (8) NOTE: SIMPSON LTP4 @ 48" O.C. REQUIRED IF PLYWOOD SHIM OCCURS AT RIM BOARD CRAWL SPACE FOUNDATION. SCALE: N.T.S. 1. BLOCKING BY JOIST MFR. 2• (3) 16d PER BLOCK 3. FLOOR SHEATHING 4. I -JOISTS PER PLAN 5• BEAM PER PLAN 6• 2x CLEAT EACH SIDE OR SIMPSON BC POST CAP 7. 4x OR 6x P.T. POST W/ SIMPSON A34 EACH SIDE OR SIMPSON PB POST BASE 8- CONC. FOOTING PER PLAN 9• EDGE NAILS TYPICAL INTERIOR SPREAD FOOTING SCALE: N.T.S. ' (2) 1. SHEATHING & NAILING PER SHEAR WALL SCHEDULE (7) (3) 2. EDGE NAILING PER SHEAR WALL (6) SCHEDULE (4) 3. FINISH GRADE OR SLAB AS z OCCURS 4. PROVIDE (1) #4 BAR AT UPPER 12" OF STEM WALL Oo°�0o0 5. #4 @ 48 " O.C. W/ STANDARD o ': '' °p ° X Q HOOKS ALTERNATE BENDS 00 (g) <.'. 6. CONC- SLAB AS OCCURS 0 7. TREATED SILL PLATE W/ 5/8" " - DIAMETER ANCHOR BOLT ® 72" O.C. W/ 7" EMBED- (U.N.O. IN SHEAR WALL SCHEDULE) \LL(8) 8• (2) #4 BARS CONTINUOUS AT BOTTOM OF FOOTING 4 8' 4' 1_4 9. R-10 INSULATION MIN. (SEE ARCHITECT) TYPICAL SLAB ON GRADE FONDATION SCALE: N.T.S. (2) (8) (4)� (3) (5) 1. CONSTRUCT PER DETAIL 200 2. ADDITION SIMPSON STHD14 STRAP NEEDED TO INLINE WI _ STRAP ABOVE (IF OCCURS FOOTING INSPECTION 3. PROVIDE (1) #4 BAR AT PPER (RE: Geotech report prepared for this site.) 12" OF STEM WALL Over excavation requiring structural (engineered) fill shall 4. 5/8" DIAMETER ANCHO BOLT comply with recommendations as outlined in the geotechnical ® 72" O.C. W/ 7" EM D. report. (U.N.O. IN SHEAR WALL Prior to requesting a footing inspection, the Geotech SCHEDULE) engineer of record shall verify the soils condition and provide 5. #4 @ 48" O.C. W/ STAND an inspection report prepared and signed by the Geotech HOOKS ALTERNATE BENDS NO engineer. Geotech report shall verify that soils conditions b WET SET PERMITTED including compacted fill shall satisfy specifications as outlines 6 BARS CONTINUOU AT for footing/foundation construction. Geotech engineers repo-o 1 BOTTOM shall be presented to the building inspector at time of footing 1 inspection. 7. EDGE NAILING PER SHEAR LL SCHEDULE 8. 2X6 CRIPPLE WALL STUDS 16" O.C. WITH SAME SHEATHING T AND NAILING PER SHEAR WALL CONT. FTCs. ABOVE NOTE: SIMPSON LTP4 @ 48" O.C. REQUIRED IF PLYWOOD SHIM OCCURS AT RIM BOARD SCALE - CRIPPLE WALL FOR SLOPED LAl (�1'S�210. 4.6 Al 1- FOOTING PER PLAN 2. PROVIDE #4 BAR(S) WITHIN UPPER 1 STEM WALL DETAIL 100 3. VERTICAL REBAR SPACED PER STEM DETAIL 100 4. #4 REBAR SPLICE BAR -(4) 2 STEP 1 (2) 3' TYP. 24' TYP. 24' (3) (I) 1 STEP ELEVATION 2 STEPPED FOOTING +� % SCALE: N.T.S. 105 INTERIOR 10)5SCALE: N.T.S. NEC 250.52 GroundingElectrodes. I X BLOCK OUT OR A concrete encased grounding electrode is required I MECH. RK 2" P in all new concrete footings. The electrode shall consist of at least 20 feet of 1/z" or larger wAL „ reinforcement bar or Bare copper conductor not I I24 uw smaller than 4 AWG, and shall be located horizontally within that portion of a concrete I e @ e foundation or footing that is in direct contact with the earth & encased by at least 2" of concrete. I ~_ (NOTE: 20 foot rebar shall be one continuous piece I I u tied alongside any vicinity footing rebar and shall x IO protrude 8" min. above top of foundation wall near 103 x 2 location of power panel.) e SLA� ONGRADE I 24 24 36 STEP 1' m I 4' CONC. SLAB ON 10 4' COMP. FILL TYP. v SLOPE 3/16' / FT TOWARD DOORS 51M az I 6 i° , \ C 24 3' TYP_ AT SLOPED LOT'4 24 I w 1. BASE PLATE NAILING PER SHEAR I N WALL SCHEDULE I •` H4 H4 I I , -0 4 -9 �n 2. SHEAR WALL EDGE NAILING PER SHEAR WALL SCHEDULE 36' 4 3. I -JOIST BLOCKING W / Sd NAILS @ CONT. FTG. _ 6" O.C. TO SILL PLATE 30 30 STEM WALL (9) r I (1) 1. WOOD COLUMN PER PLAN (2) 2. SIMPSON PB POST BASE AS (3) OCCURS (U.N.O ON THE PLAN) (4) 3- #3 TIES AT 10" O.C. AT (5) (5) PEDESTAL 4 BEND FOR PEDESTADOWELS L�TERNATE - 5. FINISH GRADE OR CONCRETE ---- ---- -- ----- SLAB WHERE OCCURS 6. 12" SQUARE CONCRETE (6) PEDESTAL (OPTIONAL) (7) (8) 7. CONCRETE FOOTING -,' 8. 2-#4 BARS EACH WAY (U.N.O. ON THE PLAN) n- 9. ARCHITECTURAL COVER, SEE ARCHITECTURAL DRAWINGS FOR LU TE -'•:' �' } "'.. -:. = �' ADDITIONAL INFORMATION PER PLAN WOOD COLUMN AT FOOTING SCALE: N.T.S. 4 X 10 )- - 24 24 30 4'-9' 32'-0' 9'-0' •_ 11'-9' 3'-101, 3'-101' T-11' 3'-2' 2'-8' L. 2' ' _ XI 244 X 10 24 24 24 0 CRAWL 5FACE IV MIN. WITH 6 MIL I .. 24 BLACK VAPOR BARRIER TYP. 0 M 2'-2' 24 12'- V I '' 0 J �24 4X104 30 �.. 1'-4' 4'-3' 4'-3' 4 X 10 f 4 4 X 10 !_ l�J 9� N Z Z 0 0 v w w o' 0 v w Q u0 A M o Z o M` y O cis � • z b F �Fc/S T E?, ANAL ENG In i_ to op GLO TT �C 00 Do I I LO NN o� 86 a N 0 M (n o W N 0) a V)3:: O Qa -C_j °1 Q W Uj � W O M� M 4. FLOOR JOIST PER PLAN SECURED 24 24 24 24 TO SILL PLATE W/ (2) 8d NAILS ( I 10 W 5. 2X PRESSURE TREATED SILL PLATE RISE UP STEM SIM 7 �! U.N.O. IN SHEAR WALL SCHEDULE WALL AS DETAIL R15E UP STEM (CO 16l ( 5LA5 ON y ` 1 4 REBAR IN UPPER 12" OF H4 ON SHEET 51 WALL AS DETAIL I 6. () # E H5 ON SHEET 51 I I IQ STEM WALL -J r 4' CO 7• �" DIA. ANCHOR BOLT ®72" O.C. •' • •7. 7. NC. U.N.O. IN SHEAR WALL SCHEDULE W/ 7" MIN. EMBEDMENT 8. #4 VERTICALS ® 48" W/ STANDARD HOOK RE RED, ALTERNATE BENDS 9. (2) #4 BAR CONTINUOUS IN IDENTIFY LOT LINES Lot lines shall be established on site and made visible to verify distance of building setbacks the from lot lines, at time of footing/foundation inspection, prior to pouring concrete. A survey may be required to verify lot lines. PLEASE NOTE: Setback(s) shall be calculated and measured from the buildings finish face or corner of the building nearest the property line and not necessarily measured from the exterior foundation. 1. FLOOR DIAPHRAGM EDGE NAILING 2. 2x BLOCKING (4 SIDES) W/ d NAILS TO POST 3. POS R PLAN SECUR TO FOOTING (2) S ON A34 FRAMING A .0. (2) (3) 4. ISOLATED FOOTING PER PLAN ANC REINFORCING PER PLAN �(4) PER PLAN ISOLATED FOOTING AT COLUMN SCALE: N.T.S. 4 C) crj ~ W � RECEIVED o N CITY OF TUKWI(Ac Opt- D G ICIAL C MAR 2 3 2016 PERMIT CENTER NOTE: USE MIN. 6' WIDE POST BELOW BEAM SPLICES FOUNDATION VENTILA 10N FOOTING; 5C�-IEI�l,�1._.E USE P.T. � X � POSTS BELOW � X BEAMS U.N.C. USE P.T. 6 X 6 POST BELOW ro X BEAMS U.N.O. USE 14' x -I' SCREENED FDN. VENTS (1) VENT = .52 SQ. FT. NET FREE VENT AREA O 18 P.T. POST ON 18' DIA. X S' THICK CONC. FOOTING W/ (2) - #4 BARS EACH WAY FDN. AREA = NET VENT AREA REQ'D (N.V.A.) O 24 P.T. POST ON 24' DIA. X 12' THICK GONG. FOOTING W/ (2) - #4 BARS EACH WAY 150 N.V.A. = QTY. OF VENTS REQUIRED 30 P.T. POST ON 30' X 30' X 12' THICK GONG. FOOTING W/ 3- # 5 BARS EACH WAY .52 1464 4 gg 36 P.T. POST ON 36' X 36' X 12' THICK GONG. FOOTING W/ 3- # 5 BARS EACH WAY 300 4.aO .52 = 93A/ENTS REQ'D 42 P.T. POST ON 42' X-42' X 12' THICK GONG. FOOTING W/ 4- # 5,:BARS EACH WAY ( 10 ) VENTS REQUIRED FOOTING SIZES BASED ON 1500 psf SOIL BEARING CAPACITY 16'-3' I'-41' 12'-0' I'-6' 6'-0. I'-6' 2'-9' 4'-0' 3'-0' I'-3' 32'-0' 10 t-OUNIDATION AM I NG PLAN, tiJ.L - ALL WOOD IN CONTACT WITH CONCRETE TO BE PRESSURE TREATED CjCAL 1/4 ° _ I _ ° - SOFFIT, VENT, AND INSULATE ALL CANTILEVERED AREAS - PROVIDE SOLID BLOCKING OVER SUPPORTS - ALL FOOTINGS TO REST ON UNDISTURBED SOIL - PROVIDE SUPPLEMENTAL JOISTS/BLOCKING BELOW SHEAR WALLS AS INDICATED ON FRAMING PLAN ® PROVIDE SOLID FRAMING EQUAL TO THE WIDTH OF THE MEMBER BEING SUPPORTED (U.N.O.) PROVIDE COPY OF CONCRETE 'BATCH TICKET' ON SITE FOR REVIEW BY BUIL IN OFF I -JOIST AT STUD WALL SCALE: N.T.S. '1) 3) (4) (3) 1 • SHEATHING AND NAILING PER SHEARWALL SCHEDULE 2. BASE PLATE NAILING PER SHEARWALL SCHEDULE 3. SHEAR PANEL EDGE NAILING 4. 16d @ 6" O.C. 5. DBL TOP PLATE 6. PLYWOOD WEB FLOOR JOISTS PER PLAN, SECURE INTO PLATE W/ (2) 1Od NAILS 7. SOLID CONTINUOUS RIM 8. FLOOR SHEATHING NOTE: SIMPSON LTP4 @ 48" O.C. REQUIRED IF PLYWOOD SHIM OCCURS AT RIM BOARD 1 • SHEATHING AND NAILING PER SHEARWALL SCHEDULE 2. BASE PLATE NAILING PER SHEARWALL SCHEDULE 3. SHEAR PANEL EDGE NAILING 4• 16d TOE NAIL ® 6" O.C. (4) 5. DBL TOP PLATE AS OCCURS 6• I -JOIST BLOCKING AT PANEL EDGES, SECURE INTO PLATE W/ (2) 10d NAILS 7_ SOLID CONTINUOUS RIM (3) 8. FLOOR SHEATHING 9. [-JOIST PER PLAN NOTE: SIMPSON LTP4 ® 48" O.C. REQUIRED IF PLYWOOD SHIM OCCURS AT RIM BOARD I -JOIST AT STUD WALL SCALE: N.T.S. 1. BEAM PER PLAN 2. 2x STUD WALL W/ BUILT UP POST PER PLAN (SAME WIDTH AS BEAM MINIMUM) 3. SIMPSON A35 OR LTP4 BOTH SIDES OF BEAM U.N.O. 4. BEAM SPLICE AS OCCURS BEAM AT BEARING WALL SCALE: N.T.S. 1. 2x6 STUD WALL PER PLAN 2. 2x P.T. LEDGER TO MATCH DECK JOIST W/ 2 ROWS OF Y "x4" LAG SCREWS STAGGERED 6" O.C. IN EACH ROW os 3. 2x P.T. DECKING W/ (2)-16d NAILS OR DECK SCREWS PER JOIST 4. 2x P.T. DECK JOIST @ 16" O.C. PER PLAN 5. SIMPSON LUS HANGER TO LEDGER 6. SOLID 1Ya" RIM BOARD MINUMUM 7. FLOOR JOISTS PER PLAN DECK LEDGER AT RIM BOARD SCALE: N.T.S. 11'1/s TJI 230 5EF FUR J5T5 m 16' c A5 PER MFG. 5PEC5. T R19=215M 6X8DF#2 1 I 11l/$ TJI 110 SERIES FLR J5T5 9 Igo' O.C. 6X8 OOR FRAMING PLAN - ALL DOOR/WINDOW HEADERS TO BE 6X8 DF#2 AT 2XCG BEARING WALLS, U.N.O., (o'-O' MAX. SPAN - ALL DOOR/WINDOW HEADER5 TO BE 4XIO DF#2 AT 2X4 BEARING WALLS, U.N.O., 6'-0' MAX. SPAN - PROVIDE FIREBLOCKING AS REQUIRED PER I.R.G. - WINDOW HEADERS AT 1'-S' ABOVE 5U5 FLOOR, UN.O. - EXTERIOR WALLS TO BE 2X6 AT 1C ' O.C., U.N.O. - INTERIOR PARTITIONS TO BE 2X4 A- 16' O.C. (2X(o 0 PLUMBING WALLS) U.N.O. - PROVIDE SUPPLEMENTAL J0I5T5/5L0CKING BELOW SHEAR WALLS AS INDICATED ON FRAMING PLAN R PROVIDE SOLID FRAMING EQUAL TO THE WIDTH OF THE MEMBER BEING SUPPORTED (U.N.O.) - FLOOR JOISTS AND BEAMS OF EQU,,\L OR BETTER CAPACITY MAY BE SUBSTITUTED FOR THOSE: SHOWN ON THIS PLAN, 'EQUAL' 15 DEFINED AS HAVING MOMENT CAPACITY, SHEAR CAPACITY, AND STIFFNESS WITHIN 351. OF THE SPECIFIED JOIST OR BEAMS. 1. BEAM SPLICE AS OCCURS 2. WOOD BEAM PER PLAN 3. SIMPSON BC TYPE POST CAP U.N.O. ON PLAN (5) 4. WOOD COLUMN PER PLAN (4) 5. SIMPSON ACE TYPE POST CAP U.N.O. ON PLAN WOOD BEAM TO WOOD COLUMN SCALE: N.T.S. SCALE - '%'= V-0" 1. 2x SHEAR WALL ABOVE (AS OCCURS) PER SHEAR WALL SCHEDULE. 2. I -JOIST BLOCKING SECURED TO TOP PLATE W/ 8d NAILS @ 6" O.C. 3. FLOOR JOIST PER PLAN SECURE TO TOP PLATE W/ (3) (2) 1Od NAILS 4. 2x SHEAR WALL PER SHEAR WALL SCHEDULE (3) FLOOR JOIST AT INTERIOR SHEAR WALL SCALE: N.T.S. (2) 1. 2x STUD WALL W/ BASE PLATE NAILING PER SHEAR WALL SCHEDULE 2. EDGE NAILING PER SHEAR WALL SCHEDULE 3. FLOOR JOIST PER PLAN W/ JOIST HANGER PER MANUF. 4_ BEAM PER PLAN 5. WALL SHEATHING CONTINUOUS OVER BEAM W/ EDGE NAILING PER SHEAR WALL SCHEDULE 6. I -JOIST BLOCKING @ FLOOR SHEATHING PANEL EDGES (48" O.C.) SECURED TO TOP PLATE W/ (2) 8d NAILS Zo6 FLOOR JOIST AT BEAM 11 SCALE: N.T.S. 3: REVIEWED FOR CODE COMPLIANCE APPROVED APR 19 2016 City of Tula BUILDING DIVISION RECEIVED CITY OF TUKWILA JAN 22 2016 PERMIT CENTER M z 0 0 w w A 0 z m 0 W a W it a 0 L w ao w �; N ILo to co co 1 I c- N N W za o� a 0 N 0 0 Li O co a) j O� (N 3. H- Li> O 'ate s� 0) W in (7)w O M La M O 0 F� co F---� ClI w C:) ad-&__4 W ix a TRUSSATSTUD WALL SCALE: N.T.S. 1. TRUSS PER PLAN 2. SIMPSON H1 OR H2.5 CLIP EVERY TRUSS 3. STUD WALL 4. PLYWOOD SHEATHING 5. EDGE NAILING 6. 2X BLOCKING ® 24" W/ 3-10d PER BLOCK TOENAIL INTO PLATE 7. SHEAR PANEL EDGE NAILING 8. SHEATHING AND NAILING PER SHEARWALL SCHEDULE (1) 1. EDGE NAILING 2. CONTINUOUS FASCIA WITH (2) (2) 10d NAILS PER JOIST 3. 2x4 OUTRIGGER 12" OR LESS FROM EXTERIOR WALL ® 48" (3) O.C. (MORE THAN 12" FROM (4) EXTERIOR WALL ® 24" O.C.) (5) 4. EDGE NAILS PER SHEAR WALL (6) SCHEDULE 5. 2-10d TOENAIL OUTLOOKER THRU. TRUSS (OUTLOOKER (9) EXTENDING MORE THAN 12" FROM EXTERIOR WALL USE A34 MIN.) 6. GABLE END TRUSS - (4) SHEATHING AND NAILING PER SHEARWALL SCHEDULE FOR WALL BELOW 7. 2X6 CONTINUOUS W/ 10d NAILS ® 8" O.C. STAGGER EACH ROW 8. TRUSSES PER PLAN 9. 10d @ 6" O.C. TIE TRUSS INTO 2X CONTINUOUS MEMBER GABLE END TRUSS SCALE: N.T.S. 1. GIRDER TRUSS PER PLAN 2. VALLEY TRUSSES OR CONVENTIONAL OVERFRAMING 3. ROOF SHEATHING CONTINUOUS BELOW OVERFRAMING. TRUSS TOP I� CHORDS W/O SHEATHING SHALL BE BRACED W/ 2x4 24" O.C. ATTACHED W/ (2) 1Od NAILS PER TRUSS 4. ROOF TRUSS PER PLAN 5. FACE MOUNT HANGER PER TRUSS MANUF. TRUSS AT GIRDER TRUSS SCALE: N.T.S. 1. PLYWOOD SHEATHING 2. 8d ® 6" O.C. 3. 2X OVER FRAME ® 24" O.C. w/ 2-10d TOE NAILS TO VALLEY BOARD 4. TRUSS OR RAFTER PER PLAN 5. 2X CONTINUOUS VALLEY BOARD FLAT W/ 2-16d NAIL PER TRUSS TYP. NOTE: 1. PLYWOOD SHEATHING ON PRIMARY ROOF TRUSSES SHALL BE CONTINUOUS. 2. AT 2X OVER FRAMING USE THE FOLLOWING: 0'-4'------2X4 MIN. 4'-8'------2X6 MIN. 8'-10------ 2X8 MIN. 10'-12'----2X10 MIN. VALLEY FRAME AT OVERFRAME SCALE: N.T.S. - ALL BEAMS ANv Ht=ALvtKS I U t51= e XS 1:)1= -2 AT 2X6 BEARING WALLS, UN.O., 6'-O' MAX. SPAN - SHADED AREAS INDICATE OVERT=RAMNG, 2X6 'a 24' O.G., U.N.O. - BEARING WALLS ARE INDICATED AS 54ADED WALLS - PROVIDE VENTED BLOCKING AT REQUIRED TRUSS/RAFTER BAPS - ALL MANUFACTURED TRUSSES: SHALL NOT BE FIELD ALTERED WITHOUT ENGINEER'S APPROVAL SHALL HAVE DESIGN DETAILS AND DRAWINGS ON SITE FOR FRAMING INSPECTION SHALL BE INSTALLED AND BRACED TO MANUFACTURER'S SPECIFICATION SHALL CARRY MANUFACTURER'S STAMP ON EACH TRUSS - IF AN ENGINEERED ROOF FRAMING LAYOUT IS PROVIDED BY THE TRUSS SUPPLIER, THAT TRUSS LAYOUT SHALL SUPERCEDE THE TRUSS LAYOUT INDICATED IN THE PLANS. PROVIDE TRUSS LAYOUT AND SPECS ON SITE FOR INSPECTION. ® PROVIDE SOLID FRAMING EQUAL TO THE WIDTH OF THE MEMBER BEING SUPPORTED (UN.O.) (5) RAFTER AT STUD WALL SCALE: N.T.S. (5) 1. 2x RAFTER W/ ROOF SHEATHING PER PLAN 2. EDGE NAILING 3 2x BLOCKING TOE NAILED TO TOP PLATE W/ (3) 8d NAILS 4- SIMPSON H2.5 CLIP AT EACH RAFTER 5. 2x STUD WALL OR BEAM PER PLAN t)L44Lt - '/4"= 1,_0N 1. ROOF SHEATHING PER PLAN 2. EDGE NAILING 3. ROOF TRUSSES PER PLAN 4. 2x6 FLAT BLOCKING @ 12" O.C. 5. SIMPSON A35 AT EACH BLOCK 6. SIMPSON A35 @ 12" O.C. 7. INTERIOR SHEAR WALL PER PLAN (6) 1'1 ROOF SHEAR TRANSFER @ INT. WALL SCALE: N.T.S. :IR5 a 24' O.C_ REVIEWED FOR CODE COMPLIANCE APPROVED APR 19 2016 City Of iukvAl3 BUILDING DIVISION RECEIVED CITY OF TUKWILA W z �0 I- z z w a� > W U 0 U 0 W ~ Q o A r, N, 0 0 LO���� 71 m r.I cn L_ to 00 W � cq (D I I co co I I to N cq W W X 16 zo d N 0 0 /Y + co W N CM cn 3 4- Lj } O < _c J (7) Q �W 0 MW m 10 M 0 5 W a � W W. IL